Leachate Level Compliance Plan for Residuals Management

Imagine the result

CWM Chemical Services, LLC

Leachate Level Compliance Plan for Residuals Management Unit 1, Final Sequence Phase 3

Residuals Management Unit 1 Model City, New York

August 2011 Revised November 2011

2141111351 llcp report revised november 2011.doc i

Table of Contents

1. Introduction 1

1.1 Purpose of Plan 1

1.2 Previous Leachate Level Compliance Plan Submittals 1

1.3 Facility Description 3

1.4 Residuals Management Unit 1 Description 3

1.5 Leachate Management Description 3

1.6 Report Organization 5

2. Fill Progression Design 6

2.1 General 6

2.2 Fill Progression Configuration for Cells 1 through 14 6

2.3 Stormwater Management 7

2.4 Truck Traffic Pattern 9

3. Hydrologic Evaluation and Stormwater Routing 10

3.1 General 10

3.2 Stormwater Routing through Detention Basins and Tank T-165 10

3.3 Interim Drainage Features 12

3.3.1 Interim Drainage Features for Contact Stormwater Runoff 12

3.3.2 Interim Drainage Features for Non-Contact Stormwater Runoff 13

3.4 Stormwater Routing through Culverts 14

3.5 Assessment of Permitted Drainage Features 15

4. Residuals Management Unit 1 Leachate Removal, Storage, and Transfer System Evaluation 16

4.1 General 16

4.2 Detention Basin and Tank T-165 Pumps 17

4.3 Residuals Management Unit 1 Lift Station Capacity 17

4.4 Leachate Tank Farm Storage Capacity Analysis 18

2141111351 llcp report revised november 2011.doc ii

Table of Contents

4.5 Leachate Tank Farm through AWTS Facility to Tanks T-58 and T-125 20

4.6 Secondary Containment Area Tanker Transfer Analysis 20

5. Late Stage Waste Placement 22

5.1 Post Phase IX Final Cover and Through Phase X Final Cover 22

5.2 Post Phase X Final Cover and Through Landfill Closure 23

6. Conclusions and Recommendations 25

Drawings

1 Fill Progression and Truck Routes Cells 1 thru 4 – Final Sequence Phase 3

2 Final Cover Phasing Plan

Appendices

A RMU-1 Cell 1 through 14 Hydrologic and Stormwater Routing Calculations

Attachment 1 – Detention Basins and Tank T-165 Storage Capacity Attachment 2 – Interim Drainage Feature Design Attachment 3 – Culvert Design Attachment 4 – Assessment of Permitted Drainage Features Attachment 5 – Future Contact Water Management Features

B RMU-1 Leachate Removal, Storage, and Transfer System Calculations

Attachment 1 – RMU-1 Lift Station to Leachate Tank Farm Attachment 2 – (Removed) Attachment 3 – (Removed) Attachment 4 – Tank Farm to AWTS at Carbon Feed Tank (T-3003) Attachment 5 – Carbon Feed Tank (T-3003) to Leachate Tank T-58 Attachment 6 – Carbon Feed Tank (T-3003) to Leachate Tank T-125 Attachment 7 – Tank Farm Storage Capacity Analysis Attachment 8 – Secondary Containment Area Tanker Transfer Analysis

C Slope Stability Analysis

2141111351 llcp report revised november 2011.doc 1

Leachate Level Compliance Plan for RMU-1, Final Sequence Phase 3 Residuals Management Unit 1

1. Introduction

1.1 Purpose of Plan

This Leachate Level Compliance Plan (LLCP) has been prepared to demonstrate that stormwater runoff from within uncapped areas of Residuals Management Unit 1 (RMU-1), when configured as shown on the proposed fill progression plan (Drawing 1), can be managed in accordance with the conditions of the Sitewide Part 373 Permit. This LLCP also establishes the design drainage areas for the various stormwater management features within uncapped areas of RMU-1 and the minimum dimensions of the stormwater management features. Finally, this LLCP determines the minimum capacities and dimensions for temporary stormwater management features that divert runoff from adjacent newly capped areas and off the landfill.

1.2 Previous Leachate Level Compliance Plan Submittals

A summary of the previous LLCP submittals is present below:

• In February 1997, CWM Chemical Services, LLC (CWM) submitted an LLCP for RMU-1 in accordance with Order on Consent No. 95-19, 96-11, and 96-12 entered into with the New York State Department of Environmental Conservation (NYSDEC). The February 1997 LLCP, which was prepared by Golder Associates, evaluated the existing removal, storage, transfer, and treatment system for management of RMU-1 leachate associated with Cells 1 through 8, and recommended modifications to the system to remain in compliance with various components of the RMU-1 Part 373 Permit, specifically Condition I.E.2 (a) (Module I). Subsequent to NYSDEC approval, CWM completed the recommended system upgrades.

• In May 1999, Addendum #1 to the February 1997 LLCP was prepared by Earth Tech, Inc. (formerly Rust Environment & Infrastructure) and EMCON to evaluate RMU-1 leachate management for Cells 1 through 10. In Addendum #1, relevant appendices of the LLCP were evaluated and revised to reflect cap progression (i.e., construction of Phases I, II, and III final cover) and baseliner construction activities in Cell 9/10. Additional modifications to the leachate removal, storage, transfer, and treatment system were also performed in response to a November 5, 1999 letter from the NYSDEC to CWM regarding assumptions made in the May 1999 Addendum #1 to the LLCP. In a subsequent correspondence relating to the November 5, 1999 letter, the NYSDEC approved various modifications to the system. These modifications included specific operational adjustments to be



maintained during design storm events, including an upgrade of pump P-3002A to 200 gallons per minute (gpm) at the aqueous wastewater treatment system (AWTS) facility, which has been implemented by CWM. The leachate tank farm (LTF) storage capacity was re-evaluated based on the approved modifications and accepted as a replacement of the previous evaluation presented in Appendix G of Addendum #1.

• Subsequently, Blasland, Bouck & Lee, Inc. (BBL) prepared several more LLCPs. In June 2001, CWM submitted an LLCP (BBL, June 2001) associated with the opening of Cell 12/14 and completion of the Phase IV final cover that included recommendations for further upgrades to the existing leachate management system. The NYSDEC approved the June 2001 LLCP on September 19, 2001.

• On May 3, 2002, CWM submitted an LLCP (BBL, April 2002) for Cells 1 through 10 and 12/14 to revise the grading plan depicted in the June 2001 LLCP and reflect completion of the Phase V final cover. The NYSDEC approved the April 2002 LLCP on June 4, 2002. On September 9, 2002, the NYSDEC approved a minor revision to the April 2002 LLCP, which was submitted by CWM on July 17, 2002.

• On November 22, 2002, CWM submitted an LLCP (BBL, November 2002) to reflect the opening of Cell 11/13. The NYSDEC approved the November 2002 LLCP on December 23, 2002, but required minor revisions to the document, which were subsequently incorporated and submitted to the NYSDEC on January 21, 2003. Final approval was issued by the NYSDEC on March 6, 2003.

• On December 18, 2007, CWM submitted an LLCP (ARCADIS BBL, December 2007) for Cells 1 through 14 to revise the grading plan depicted in the November 2002 LLCP and reflect completion of the Phase VI final cover. The NYSDEC approved the December 2007 LLCP on January 10, 2008.

• On March 20, 2009, CWM submitted an updated LLCP (ARCADIS, March 2009) based on a later stage of waste filling in Cells 1 through 14. The NYSDEC provided comments for that submission on September 2, 2009. CWM submitted a revised LLCP (ARCADIS, October 2009) on October 14, 2009, to address these comments. The NYSDEC issued a conditional approval on November 25, 2009. A December 2009 LLCP revision (ARCADIS) updated the March/October 2009 LLCP to satisfy the NYSDEC approval conditions. A revision was submitted to the NYSDEC on March 16, 2010 (ARCADIS) that included a new calculation in Appendix A for the proposed leachate storage tank T-165 and revised report text. The NYSDEC approved the March 2010 revision on December 30, 2010.



1.3 Facility Description

CWM owns and operates the Model City Treatment, Storage, and Disposal Facility located in Model City, Niagara County, New York. The facility occupies approximately 710 acres in the Towns of Lewiston and Porter, of which, about 630 acres are available for permitting of waste management operations. The current active hazardous waste landfill (RMU-1) was permitted by the NYSDEC on November 16, 1993, under six New York Codes, Rules, and Regulations Part 373 (Part 373 Permit #9-2934-00022/00036). The RMU-1 Permit was renewed by the NYSDEC as part of the Sitewide Part 373 Permit #9-2934-00022/00097 on August 5, 2005. CWM submitted a Sitewide Part 373 Permit Renewal Application on February 1, 2010. The NYSDEC issued a Technical Notice of Incomplete Application to CWM on March 30, 2011. CWM submitted a revised Sitewide Permit Renewal Application on July 7, 2011. The NYSDEC is currently reviewing the revised Sitewide Permit Renewal Application.

1.4 Residuals Management Unit 1 Description

RMU-1 covers approximately 47.1 acres as measured to the outside of the perimeter berms, including 39.4 acres of lined disposal area. The design waste volume is 3,482,400 bank cubic yards (cy) resulting from a gross airspace of 3,601,900 cy less operational cover, roads, and berms.

RMU-1 is designed with 14 cells, numbered 1 through 14. The construction of RMU-1 has been performed in phases to match the operational requirements of the facility. To date, all 14 cells have been constructed and are currently in operation. In general, construction of the RMU-1 final cover is completed as final waste grades are achieved. Phases I through VI of the final cover were previously completed. The approximate limits of the next phase of final cover construction (Phase VII) completed in 2011 are indicated on Drawing 1. Likely future phases of final cover construction are depicted on Drawing 2. In general, stormwater falling on capped portions of RMU-1 (non-contact stormwater runoff) is directed off the landfill and into designated stormwater retention areas located at the facility. Stormwater falling on uncapped portions of RMU-1 (contact stormwater runoff) is captured and managed as leachate.

1.5 Leachate Management Description

For the proposed fill progression plan depicted on Drawing 1, stormwater runoff from uncapped portions of RMU-1 is directed into two detention basins located within the landfill and pumped to tank T-165 for temporary storage before being discharged through the RMU-1 leachate force main to the LTF for eventual treatment as leachate.



Rainfall that lands on uncapped portions of the landfill that does not run off infiltrates into the waste mass where it is either lost to the atmosphere by evaporation or percolates down to the primary leachate collection system (LCS) in the various cells. This latter mechanism is not considered herein because it represents a smaller percentage of the rainfall than the runoff component and reaches the primary LCS at a much later time and at a comparatively slow rate.

The RMU-1 leachate management system consists of primary and secondary leachate collection and pumping systems, a leachate removal and transfer system, and an RMU-1 lift station. The LCS is designed to drain leachate to a collection sump at the low point of each cell. Leachate is removed from the primary and secondary sumps by submersible pumps installed in a perforated section of the side slope riser pipe located at the bottom of each sump. Leachate is discharged to double-walled force mains located in the RMU-1 perimeter berm and transferred to the RMU-1 lift station at the western edge of RMU-1.

The lift station pumps leachate through underground force mains to the former oil/water separator (OWS) building and then through an aboveground 8-inch-diameter steel pipe to the LTF. (Tank T-157 and its associated pumps that are located in the OWS and formerly served to lift the leachate into the LTF were recently taken out of service and are no longer in use.) The LTF stores leachate from all active and closed landfills, as well as miscellaneous site waters. Aqueous phase leachate is then transferred from the LTF to the AWTS. Treated effluent from the AWTS is transferred to final effluent holding tanks T-58 and T-125, which have operating volumes of approximately 488,529 gallons and 394,271 gallons, respectively.

The AWTS consists of Aqueous Treatment (A/T) and Water Treatment (W/T) systems. The A/T system provides treatment of leachate from all landfills, other than SLF 12 and RMU-1 for metals, and includes a filter press for separation of the suspended solids from the wastewater stream, followed by treatment through the W/T system. The W/T system consists of pH adjustment, biological treatment, multi-media sand filters, and carbon adsorption. SLF 12 and RMU-1 leachate is treated only through the W/T system where it is pumped directly to the multi-media sand filters or the bypass line to tank T-3003. Tank T-3003 temporarily stores the liquid before pumping it to the carbon adsorption system. The treated effluent from the carbon adsorption system is transferred to final effluent holding tanks T-58 and T-125, and ultimately discharged to the facultative ponds.



1.6 Report Organization

This LLCP has been organized into six sections. Section 2, which follows this introductory section, presents a description of and design basis for the fill progression configuration for RMU-1 Cells 1 through 14. Section 3 presents an evaluation of the stormwater runoff conditions for Detention Basins J and K, leachate storage tank T-165, and other surface-water drainage features in and around RMU-1. Section 4 presents an evaluation of the leachate removal, storage, transfer, and treatment system. Section 5 discusses likely waste filling strategies beyond the fill progression plan prepared for this LLCP as well as means of managing contact water runoff. Section 6 presents conclusions and recommendations in order to manage contact and non-contact stormwater runoff resulting from the 25-year, 24-hour storm event.

In addition, two appendices have been included with this LLCP. Appendix A presents RMU-1 hydrologic and stormwater routing calculations, including the following analyses: detention basin and tank T-165 storage capacity calculations, interim drainage feature design calculations, culvert design calculations, and an assessment of permitted drainage features outside of RMU-1. Appendix B presents RMU-1 leachate removal, storage, and transfer calculations, including the following evaluations: RMU-1 lift station to LTF, tank farm to AWTS at carbon feed tank (T-3003), carbon feed tank (T-3003) to leachate tank T-58, carbon feed tank (T-3003) to leachate tank T-125, an LTF storage capacity analysis, and a secondary containment area tanker transfer analysis. Appendix C presents slope stability analyses for the fill progression design.

It is noted that certain analyses contained in previous LLCPs have not been included in this report. The proposed fill progression design on which this LLCP is based includes construction of two additional phases of final cover (Phases VIII and IX), which eliminates the remaining perimeter infiltration channels. Thus, an analysis of infiltration channels (formerly contained in Attachment 2 of Appendix A) has not been included. Because the infiltration channels are the only direct source of storm-related flows to the sumps of the landfill cells, evaluations of the cell leachate elevations and times of exceedance (formerly contained in Attachment 3 of Appendix A) and the cell pumping rates (formerly contained in Attachment 1 of Appendix B) have not been included. Additionally, CWM recently removed tank T-157 and its associated pumps from the RMU-1 leachate forcemain. Hence, the flow capacity demonstration of tank T-157 (formerly contained in Attachment 3 of Appendix B) has not been included. Because of this modification, a new RMU-1 lift station capacity analysis (Attachment 1 of Appendix B) has been included (originally submitted under separate cover and reviewed and approved by the NYSDEC).



2. Fill Progression Design

2.1 General

The fill progression design proposed for RMU-1 Cells 1 through 14 is presented on Drawing 1. The proposed design was prepared in general conformance with the approved Sitewide Part 373 Permit and the RMU-1 Operations and Maintenance Manual (O&M Manual), and presents permitted top of final waste grades within capped portions of RMU-1, final and interim waste grades in uncapped portions, surface-water management controls, and general truck access routes. A further description of the proposed fill progression and basis of design is provided in the following sections.

2.2 Fill Progression Configuration for Cells 1 through 14

In developing the proposed fill progression design, several factors were considered, including achieving final waste grades, where possible, waste grade transition from the December 2009 fill plan, stormwater management in both uncapped areas and newly capped areas, fill area accessibility, slope stability, and future final cover construction. Where possible, the proposed design integrates existing features within RMU-1, such as capped areas, access routes, and surface-water management controls, and builds upon the December 2009 fill plan.

Waste grades for the proposed fill progression design generally ranges from 5 percent on plateau areas to 33 percent on constructed side slopes. It should be noted that 50 percent slope gradients will be constructed in select locations (e.g., access road side slopes and some basin side slopes), in accordance with the provisions of the interim waste height stability analysis presented in the RMU-1 Engineering Report. Consistent with previous fill progression designs, setbacks have been established on the proposed waste slopes based on allowable fill placement criteria contained within the O&M Manual and RMU-1 Engineering Report, and provides for the minimum slope stability factors of safety. Slope stability analyses for the fill progression design are provided in Appendix C. As required by the Permit, the slope stability analyses were prepared using the same approach and assumptions as the original design calculations contained in the RMU-1 Engineering Report.

Specific changes from the December 2009 fill progression to the proposed design include the following:



• Achieving final waste grades along the southern and eastern edges of the landfill to allow for installation of Phase VIII and IX final cover along the landfill perimeter and downgradient of the lowermost bench.

• Elimination of Detention Basin H to allow for Phase IX final cover installation.

• Replacement of Detention Basin I with new Detention Basin J. The new basin is closer to the perimeter of the landfill than the old basin and is significantly smaller because the drainage area is smaller. Both basins are established at the elevation of the lowermost bench.

• Construction of new Detention Basin K. This basin receives the majority of the stormwater runoff from uncapped areas of RMU-1 and is established at the elevation of the middle bench.

• Raising the main truck route so that the road can be constructed on top of the Phase IX final cover up to the lowermost bench. The equipment and vehicle decontamination area is also moved up slope to the lowermost bench.

2.3 Stormwater Management

As in the past, surface-water runoff from the majority of the final cover areas is conveyed off the landfill and directed to on-site stormwater retention basins. Runoff from Phases I, II, III, and V final cover areas and portions of the Phases IV, VI, and VII final cover areas is directed to Retention Basin V01, which is located to the north of RMU-1. Runoff from the remainder of the Phases IV, VI, and VII final cover areas is directed into Retention Basin V02, which is located to the east of RMU-1. To route non-contact stormwater runoff from capped areas out of the landfill and prevent it from draining into uncapped areas or causing other operational issues, several temporary drainage features are proposed, including the following:

• A temporary downchute along the perimeter berm side slope on the eastern edge of the landfill (southeast temporary downchute). At this location, one downchute pipe carries flow from the Phase IX final cover area to the north of the truck route that drains into the perimeter channel at the top of the perimeter berm. Because of the truck route, the perimeter channel cannot be extended to drain to the south until the landfill is entirely capped and the truck route removed. The temporary downchute pipe allows this segment of the perimeter channel to drain to the ditch at the base of the perimeter berm. Details for the southeast temporary downchute are provided on Figure 16 of the O&M Manual.



• A temporary downchute along the Phase VII final cover at the southwestern corner of Cell 14 (southwest temporary downchute). At this location, two downchute pipes carry flow from the surface-water diversion berms to the V4 drainage channel that extends down the perimeter berm side slope. Under the permitted final grading plan, these surface-water diversion berms extend through the currently uncapped area and terminate on the eastern face of the landfill. The downchute pipes interrupt this flow path to segregate the non-contact stormwater runoff from contact stormwater runoff. Details for the southwest temporary downchutes are provided on Figure 17 of the O&M Manual.

• An interim drainage ditch along the inside edge of the truck route, downgradient of the lowermost surface-water diversion berm, in the event Phase IX final cover construction cannot be completed in one construction season. This drainage ditch, if installed, would intercept runoff from clean portions of the truck route and from interim cover within the Phase IX final cover area footprint that is south of the truck route and conveys it to the perimeter channel at the top of the perimeter berm along the southern edge of the landfill. Without this drainage feature, stormwater runoff would inundate the truck route. A detail for the interim drainage ditch is provided on Figure 18 of the O&M Manual.

The above-listed temporary non-contact stormwater runoff management features cause temporary modifications to certain watersheds within the landfill, causing higher flow rates to certain permanent drainage features as compared with the final permitted conditions. This effect is analyzed and discussed in greater detail in Section 3.

Unlike the December 2009 fill plan, the perimeter infiltration channels are completely eliminated under the proposed fill progression design. Thus, all stormwater runoff from uncapped portions of the landfill will be directed into two new detention basins (Detention Basins J and K). As depicted on Drawing 1, surface-water diversion berms and temporary diversion ditches are constructed along the waste side slopes, where appropriate, to carry runoff to the two new detention basins. These temporary contact stormwater runoff management features are discussed in greater detail in Section 3.

Detention Basins J and K provide sufficient volume to contain stormwater runoff from their tributary drainage areas and provide the minimum required freeboard of 1- foot. This condition is based on a 1-foot depth of liquid above the low point of the basins at the start of the storm event. Runoff contained within Detention Basin J is removed via pumping to Detention Basin K once the liquid depth in the pond is greater than or equal to 1 foot above the basin low point. Runoff contained within Detention Basin K is removed via pumping to Tank T-165 once the liquid depth in the pond is greater than



or equal to 1.5-foot above the basin low point. Tank T-165 has adequate capacity to contain the transferred liquid volume resulting from the 25-year, 24-hour design storm without discharging during the storm event. Following the storm event, stored liquid in the tank can be discharged to the LTF via the RMU-1 leachate forcemain. Additional detail regarding stormwater calculations is provided in Section 3.

2.4 Truck Traffic Pattern

The proposed fill progression design retains the same truck traffic patterns as the December 2009 fill plan; however, the elevation of the truck route within the landfill has been raised and the width reduced to 20 feet to minimize the impact of the road on airspace and allow for construction of the Phase IX final cover beneath the road and up to the lowermost surface-water diversion berm. The truck route design provides for intermittent two-way truck traffic into and out of RMU-1 at the southeastern corner of the landfill. The truck route road incorporates a localized high point at the intersection of the lowermost surface-water diversion berm. Immediately inboard of this high point, the road grade reverses into a vertical sag curve. This feature directs contact water runoff from upgradient portions of the road into Detention Basin J. Truck traffic will be directed to waste filling areas within RMU-1 along internal truck routes.

The equipment/vehicle decontamination area will be relocated upgradient from its current location to the intersection of the truck route and the lowermost surface-water diversion berm. This allows for decontamination of exiting vehicles to occur before the vehicles cross onto the Phase IX final cover. It is assumed that the truck route will be paved from the perimeter berm up to the decontamination area. Washwater from decontamination activities will drain to the southern edge of the truck route and into a sediment trap located on the side slope of the truck route. Washwater overflow from the sediment trap will drain into Detention Basin J.



3. Hydrologic Evaluation and Stormwater Routing

3.1 General

In general, stormwater runoff from the capped areas of RMU-1 is managed in accordance with the Surface-Water Sampling and Analysis Plan (Attachment M of the Sitewide Part 373 Permit), although certain temporary modifications were made in the proposed fill progression to accommodate the partially capped nature of the landfill. Runoff from uncapped areas within RMU-1 is managed as leachate and is directed into two detention basins within the landfill before being pumped to tank T-165 for temporary storage. Following the storm event, liquid stored in tank T-165 is pumped through the RMU-1 forcemain to the LTF and ultimately processed through the AWTS.

This section presents the methodology used to determine the stormwater runoff conditions to the various contact and non-contact stormwater management features that are necessitated or are affected by the proposed fill progression design. All hydrologic calculations were performed using HydroCAD Version 8.5 (HydroCAD Software Solutions, LLC), which is a hydrologic and hydraulic modeling software package that is based on the TR 20 methodology. All hydrologic calculations are based on the 25-year, 24-hour design storm event, which produces 4.0 inches of rainfall at the site.

3.2 Stormwater Routing through Detention Basins and Tank T-165

The fill progression configuration depicted on Drawing 1 results in a 2.16-acre watershed that drains into Detention Basin J and a 7.68-acre watershed that drains into Detention Basin K. Both proposed detention basins will be lined, similar to past basins. This liner greatly reduces leakage from the basins; therefore, no outflow due to infiltration through the basin interior surfaces is considered.

Outflow from Detention Basin J occurs by pumping with a submersible pump to Detention Basin K. The pump is assumed to be operated with level controls and will pump at approximately 67 gpm (based on modeling performed for and documented in the March 2010 LLCP) whenever the liquid elevation in the basin is equal to or exceeds 347.75 (1-foot above basin low point). Outflow from Detention Basin K occurs by pumping with two submersible pumps to tank T-165. The pumps are assumed to be operated with level controls and will pump at approximately 1,032 gpm combined whenever the liquid elevation in the basin is equal to or exceeds 366.38 (1.5 feet above basin low point). Note that to maintain compliance with permit conditions, an additional



0.5 foot of liquid needs to be removed with the pumps by manually overriding the automatic level control until the liquid depth in the basin is 1-foot or less.

Attachment 1 of Appendix A contains stormwater routing calculations for both proposed detention basins and tank T-165. The calculation demonstrates the adequacy of the detention basins and the tank to manage the estimated stormwater runoff from the design watersheds while meeting the minimum required freeboard. The following table presents a summary of the routing calculations for the two proposed basins.

Detention Basin

Starting Liquid El. (ft)

Peak Inflowa

(cfs)

Peak Outflowb

(cfs)

Peak Liquid El. (ft)

Lowest Lined

Crest El. (ft)

Freeboard (ft)

J

346.75 (Basin Floor) 10.89 0.15 351.25

352.52

1.27

347.75 (1 Foot Above Basin Floor)

10.89 0.15 351.25 1.27

K

364.88 (Basin Floor) 38.20 2.30 371.01

374.40

3.39

365.88 (1 Foot Above Basin Floor)

38.20 2.30 371.01 3.39

Notes: a. Peak inflow value for Detention Basin K includes direct runoff from tributary watershed and pumped inflow

from Detention Basin J. b. Peak outflow value is based on pumping rate. El. = elevation cfs= cubic feet per second ft = feet

As indicated in the table above, two different starting liquid elevations are considered for the detention basins to maintain consistency with previous LLCP evaluations. The first elevation assumes that the detention basins are completely dry at the beginning of the design storm event, while the second assumes that 1-foot of liquid is present above the low point of the basins at the beginning of the storm. Both detention basins provide the minimum required 1-foot of freeboard for both scenarios.

The following table presents a summary of the volume assessment for tank T-165. The volume pumped from Basin K excludes the volume that is below the pump level float setting (1.5 foot liquid depth) but above the permit compliance level of 1 foot. This additional volume will be transferred to the tank once the tank begins to dewater.



Tank T-165 Storage

Capacity (gal) Stormwater Volume Pumped

from Basin K (gal)

777,797 775,201 Note: gal = gallons

The indicated storage capacity is the usable tank capacity as prescribed by applicable conditions in the Sitewide Part 373 Permit, including an allowance for 1-foot of liquid in the tank at the start of the storm and 2 feet of freeboard. As indicated in the table above, the tank provides adequate capacity to manage the stormwater pumped from Detention Basin K.

3.3 Interim Drainage Features

As discussed in Section 2.3, several interim drainage features are proposed to direct contact stormwater runoff into the two detention basins and to divert non-contact stormwater from running into uncapped areas of the landfill. Attachment 2 of Appendix A contains calculations for the design of interim drainage features (other than culverts) depicted on Drawing 1. These features are discussed in greater detail below.

3.3.1 Interim Drainage Features for Contact Stormwater Runoff

Interim drainage features for management of contact stormwater runoff include a diversion ditch on the plateau of the landfill along the edge of the Phase VII final cover in Cells 6, 10, 12, and 14 and a modified surface-water diversion berm in Cells 13 and 14 at the edge of Phase VIII final cover. The Phase VII final cover area diversion ditch is triangular in cross section and will be excavated into the final waste surface just inside of the Phase VII final cover temporary termination. This feature will route contact stormwater runoff away from the final cover edge and ultimately into Detention Basin K. The lowermost surface-water diversion berm in Cells 13 and 14 will provide a modified cross section for conveyance of contact stormwater runoff along the Phase VIII final cover temporary termination to Detention Basin J. Further details of these interim drainage features are included on Figures 19 and 21 in the O&M Manual. The following table presents a summary of the peak discharge to each of the contact stormwater runoff interim drainage features and their respective hydraulic capacity.



Interim Drainage Feature Peak Discharge (cfs)

Hydraulic Capacity (cfs)

Phase VII Final Cover Area Diversion Ditch 12.22 31.30

Lowermost Surface-Water Diversion Berm with Temporary Phase VIII Final Cover

Termination 4.40 8.92

Note: cfs= cubic feet per second

As shown in the table above, each interim drainage feature provides sufficient capacity to manage the peak discharge from its design watershed.

3.3.2 Interim Drainage Features for Non-Contact Stormwater Runoff

Interim drainage features for management of non-contact stormwater runoff include two temporary downchute locations (southeast and southwest) and an interim drainage ditch along the inside edge of the truck route. The temporary downchutes are assumed to consist of corrugated metal pipes. The interim drainage ditch is triangular in cross-section and is assumed to be lined with a geosynthetic liner to protect the interim cover. Further details of these interim drainage features are included on Figures 16 through 18 in the O&M Manual. The following table presents a summary of the peak discharge to each of the non-contact stormwater runoff interim drainage features and their respective hydraulic capacity.

Interim Drainage Feature Peak Discharge (cfs)


Diversion Ditch (10% Slope Portion) 1.07 9.25

Diversion Ditch (0.3% Slope Portion) 4.45 10.18 Southwest Downchute Pipe – Upper

Stormwater Bench 3.31 3.98

Southwest Downchute Pipe – Lower Stormwater Bench 3.16 3.98

Southeast Downchute 2.74 2.98 Note: % = percent cfs= cubic feet per second

As shown in the table above, each interim drainage feature provides sufficient capacity to manage the peak discharge from its design watershed.



3.4 Stormwater Routing through Culverts

Attachment 3 of Appendix A contains calculations for the design of new and analysis of existing culverts depicted on Drawing 1. Two culverts depicted on Drawing 1 are new, and one (beneath the access ramp along the southern edge of the landfill) is an existing culvert from an earlier fill progression design. Two other existing culverts in the same ditch as the one identified on Drawing 1 are also analyzed. The new culverts are assumed to consist of corrugated metal pipe, and the existing culvert consists of corrugated, smooth interior high-density polyethylene (HDPE) pipe. The following table presents a summary of the estimated peak discharge through the two proposed culverts, the culvert configuration, the predicted headwater depth, and the maximum allowable headwater depth.

Culvert ID

Peak Discharge

(cfs) Culvert

Configuration Predicted Headwater Depth (ft)

Maximum Allowable Headwater Depth (ft)

CV-2 4.45 1-18 inch CMP

@ 1.0% 1.37 1.50

CV-3 1.44 1-12 inch CMP

@ 0.5% 0.87 1.00

Note: % = percent cfs = cubic feet per second CMP = corrugated metal pipe ft = foot/feet

As indicated in the above table, the proposed culvert configurations result in predicted headwater depths that are less than the maximum allowable headwater depths. Consequently, the proposed configurations are deemed adequate.

The following table presents a summary of the estimated peak discharge through the three existing culverts along the southern edge of RMU-1, the culvert configuration, the predicted headwater elevation, and the maximum allowable headwater elevation based on a recent field survey.

Culvert ID Peak

Discharge (cfs)

Culvert Configuration

Predicted Headwater Depth (ft)


P9 Culvert 1 18.54 2-18 inch HDPE @

0.75% 325.41 323.39

P9 Culvert 2 15.15 2-18 inch HDPE @

1.0% 324.24 322.97



Culvert ID Peak

Discharge (cfs)


Predicted Headwater Depth (ft)


CV-1 14.69 2-18 inch HDPE @

0.25% 323.33 323.30

Note: cfs = cubic feet per second ft = foot/feet HDPE = high-density polyethylene (corrugated, smooth-interior)

As shown in the table above, the headwater elevation for CV-1 is approximately equal to the maximum allowable headwater depth and so the ditch segment upstream of that culvert is deemed adequate. The ditch segments upstream of the other two existing culverts will need to be modified to provide containment to at least the predicted headwater elevation. Figure 20 in the O&M Manual depicts profiles and typical cross sections for the portions of the ditch needing modification.

3.5 Assessment of Permitted Drainage Features

Attachment 4 of Appendix A contains calculations to assess the adequacy of the permitted drainage features in Subareas A5 and P9 (as identified in the surface-water drainage calculations in Appendix I to the RMU-1 Engineering Report). These two drainage features will experience increased flows due to temporary drainage modifications associated with the proposed fill progression design.

Permitted Drainage Feature ID

Peak Discharge into Channel (cfs)

Required Flow Depth (ft)

Depth of Channel (ft)

A5 14.38 1.41 2.50 P9 21.41 1.87 2.00

Note: cfs = cubic feet per second ft = foot/feet

As indicated in the table above, the permitted drainage features affected by the fill progression design can convey the increased peak flow rate without exceeding the minimum design channel depths.



4. Residuals Management Unit 1 Leachate Removal, Storage, and Transfer System Evaluation

4.1 General

The RMU-1 leachate management system consists of primary and secondary leachate collection and pumping systems, a leachate removal and transfer system, and an RMU-1 lift station. The LCS is designed to drain leachate to a collection sump at the low point of each cell. Leachate is removed from the primary and secondary sumps by submersible pumps installed in a perforated section of each side slope riser pipe located at the bottom of each sump. Leachate is discharged to double-walled forcemains located in the RMU-1 perimeter berm and transferred to the RMU-1 lift station at the western edge of RMU-1.

The lift station pumps leachate through underground forcemains to the former OWS building, where the underground forcemain transitions to an aboveground 8-inch-diameter steel pipe leading to the LTF. The LTF stores leachate from all active and closed landfills, as well as miscellaneous site waters. Leachate is transferred from the LTF to the AWTS as the AWTS capacity allows. Treated effluent from the AWTS is transferred to final effluent holding tanks T-58 and T-125, which have operating volumes of 488,529 gallons and 394,271 gallons, respectively.

The following analyses of the leachate removal, storage, and transfer system are discussed in this section:

• RMU-1 lift station capacity (Attachment 1 of Appendix B).

• LTF storage capacity (Attachment 7 of Appendix B).

• LTF through AWTS to effluent holding tanks T-58 and T-125 (Attachments 5 and 6 of Appendix B).

• Secondary containment area tanker transfer to tank T-100 (Attachment 8 of Appendix B).

As discussed in Section 1.6, the design of the proposed fill progression plan and recent modifications to the leachate management system has made certain evaluations that were historically performed for LLCPs unnecessary and these evaluations are not discussed further herein. For this reason, Attachments 2 and 3 of Appendix B have



been removed though the numbering of Attachments 4 through 8 have been preserved from previously submitted LLCPs.

4.2 Detention Basin and Tank T-165 Pumps

The capacities of the pumps to be used in Detention Basins J and K and in Tank T-165 were previously evaluated, documented, and submitted to the NYSDEC. Specifically, the transfer pump in Basin J was modeled in the March 2010 LLCP and determined to provide approximately 67 gpm. The two transfer pumps to be used in Basin K and the pump used to dewater tank T-165 were modeled by others as part of the tank T-165 permitting. The two transfer pumps were determined to provide a combined capacity of approximately 1,032 gpm from the detention basin to tank T-165. The tank dewatering pump was assumed to provide 160 gpm capacity to the RMU-1 primary forcemain in the March 2010 LLCP, and this flowrate has been retained for this evaluation.

4.3 Residuals Management Unit 1 Lift Station Capacity

The RMU-1 lift station consists of a 9-foot-diameter, 3,000-gallon steel tank located in a concrete containment area measuring 18 feet by 15 feet by 3.75 feet deep. The previously existing submersible pump in the RMU-1 lift station was a Godwin model GSP300HV. This pump failed in September 2011 and CWM has been attempting to order an identical replacement pump. The model is in the process of being discontinued, which has delayed the order. In the event a model GSP300HV cannot be ordered, CWM will procure another submersible pump with similar or greater capacity. As discussed in Section 1.6, CWM recently modified the RMU-1 leachate forcemain to bypass tank T-157 located in the former OWS building and its associated pumps. With this modification, the RMU-1 lift station now delivers leachate directly to the LTF. An assessment by ARCADIS estimated the RMU-1 lift station pumping capacity to be 382 gpm when equipped with a Godwin GSP300HV. The assessment was documented in a letter to CWM dated September 9, 2011, which was later submitted to the NYSDEC for review. In an October 17, 2011, letter to CWM, the NYSDEC approved the model of the RMU-1 lift station. The September 9, 2011, evaluation is included in Attachment 1 to Appendix B.

As indicated in the LTF storage capacity analysis (refer to Section 4.4), the peak flow to the RMU-1 lift station is estimated to be 188 gpm (160 gpm from tank T-165 plus 2 gpm per cell baseflow). Thus, the predicted capacity of the RMU-1 lift station is sufficient to accommodate the worst-case inflow from the landfill under the proposed fill progression. In the event that another Godwin GSP300HV cannot be located and another pump model is purchased, ARCADIS recommends that CWM perform an



instrumented test of the new pump to estimate the in-service pumping capacity. It is noted that, while the minimum required pumping capacity at the RMU-1 lift station for this fill progression scenario is approximately 188 gpm, the September 9, 2011 evaluation indicated a minimum pumping capacity of approximately 330 gpm to accommodate the anticipated peak flow to the lift station under the currently approved (March 2010) fill progression. The 330 gpm capacity was based on the construction of Phase VII final cover and replacement of the Cell 9/10 primary pump with one delivering approximately 60 gpm to the lift station.

4.4 Leachate Tank Farm Storage Capacity Analysis

The LTF consists of three 350,000-gallon carbon steel tanks located inside a secondary containment area lined with a polyurethane coating system. The LTF stores leachate from all active and closed landfills, as well as miscellaneous site waters. As stated in the AWTS Report (CWM, 1996), CWM has historically segregated leachate from SLF 1 through 6, 7, 10, 11, and 12, which typically has higher organic, metal, polychlorinated biphenyl ,and iron-complexed cyanide concentrations into tank T-101. This segregation strategy was accepted by the NYSDEC in a letter to CWM, dated April 2, 1996. Based on analytical data and the degree of treatment needed, leachate from SLF 12 is currently discharged into tanks T-102 and T-103, as well as with leachate from RMU-1 and miscellaneous site waters, including the LTF secondary containment areas.

The LTF storage capacity analysis is based on estimated flows resulting from the 25-year, 24-hour storm event. For the purposes of this evaluation, flow sources include the baseflow from the RMU-1 cells, tank T-165, the LTF secondary containment area, site groundwater extraction systems, and average flows from SLF 1 through 12.

According to the Sitewide Part 373 Permit, if the available capacity in the leachate storage tanks (T-101, T-102, T-103) is less than 625,000 gallons, CWM must treat or ship off site for treatment no less than 200,000 gallons per day (equivalent to 139 gpm) until the available capacity returns to 625,000 gallons. Based on information presented in Attachment 4 of Appendix B, the tank farm pump P-105 (an Ingersoll-Dresser HOC3+ variable speed pump rated at 250 gpm at 305 feet of total dynamic head) can discharge at a rate of 176 gpm, which exceeds the permit requirement of 139 gpm. According to information presented in Attachments 5 and 6 of Appendix B, the AWTS can process 227 gpm using Ingersoll-Dresser HOC3+ pump P-3002A to discharge from tank T-3003 to the effluent holding tanks T-58 and T-125. Assuming 2 hours of downtime, this results in an equivalent process rate of 208 gpm, which exceeds the permit-required treatment rate of 139 gpm discussed above. CWM performed flow rate



pump tests for pump P-105 and pump P-3002A in order to verify the model-predicted flow rates. The results of the flow rate pump test are contained in a report prepared by CWM entitled Leachate Level Compliance Plan Pump Flow Rate Verification Report for Pumps P-105 and P-3002A, dated October 2001.

A liquid mass balance, including a table depicting outflow conditions at the LTF is presented in Attachment 7 of Appendix B. Individual tank storage volumes and liquid heights are calculated and tabulated based on the following assumptions:

• In accordance with the site-specific CWM permit condition, liquid elevations in the tanks are such that only 625,000 gallons of storage capacity is available at the beginning of the analysis.

• Each tank has approximately the same liquid level at the start of the analysis.

• Flows from SLF 1 through 11 and groundwater extraction systems may be directed to tank T-101 or to the A/T system.

• Flows from SLF 12, RMU-1 landfill cells, and tank T-165 are directed to tanks T-102 and T-103.

• Tank T-165 dewatering pump runtime is determined by dividing the total stormwater runoff volume managed by the tank by the assumed pumping rate of 160 gpm.

• Baseflow from RMU-1 cells is 2 gpm per cell (28 gpm total) and is constant throughout the simulation.

• Flow from tank T-165 begins 11 hours after the start of the 25-year, 24-hour storm event to maintain consistency with previous LLCP analyses.

• Flow from secondary containment areas, other than the LTF, is directed to tank T-100 for 24 hours as shown in Attachment 8 of Appendix B.

• Based on information presented in Attachment 4 of Appendix B, the maximum outflow from the LTF via pump P-105 is 176 gpm.

• The AWTS capacity is 208 gpm (227 gpm with an average downtime of 2 hours per day). However, CWM has requested that the LTF assessment consider a



reduced treatment rate of 193 gpm (210 gpm with an average downtime of 2 hours per day) for this evaluation.

This transient mass balance verifies that the volume available in tank T-102 alone (i.e., without considering the additional available volume in tank T-103) is sufficient to temporarily store peak flows from the RMU-1 cells, tank T-165, and other sources during the 25-year, 24-hour storm event.

4.5 Leachate Tank Farm through AWTS Facility to Tanks T-58 and T-125

According to CWM, the piping and pumps at AWTS have been upgraded in accordance with recommendations in previous LLCP evaluations. Based on information presented in Attachments 5 and 6 of Appendix B, as well as with the pump verification report prepared by CWM, the system is capable of treating 227 gpm through the AWTS to effluent holding tanks T-58 and T-125. This equates to an effective flow rate of 208 gpm for this system, based on an average downtime of 2 hours per day for maintenance purposes (e.g., carbon replacement). Hydraulic models showing the system flowrate from tank T-3003 to leachate tanks T-58 and T-125 are presented in Attachments 5 and 6 of Appendix B.

The evaluation presented in Attachment 7 of Appendix B includes inflow to the AWTS from two sources: the LTF and tank T-100. For the first 24 hours of the analysis (hours 11 to 35), the LTF discharges 116 gpm to the AWTS through pump P-105, and tank T-100 discharges 77 gpm to the AWTS (193 gpm total). After the 24-hour period, outflow from tank T-100 ceases, and the LTF discharges 176 gpm through pump P-105 to the AWTS. The treated effluent from the AWTS is transferred to final effluent holding tanks T-58 and T-125. These tanks serve as a monitoring point and buffer prior to discharge to the facultative ponds.

4.6 Secondary Containment Area Tanker Transfer Analysis

In accordance with previous LLCPs and as required by the Sitewide Part 373 Permit, secondary containment areas are required to be dewatered within a 24-hour period. Attachment 8 of Appendix B presents an analysis of the transfer of secondary containment area waters to tank T-100 via tanker trucks. The calculations demonstrate that the tanker trucks CWM proposes to use to dewater secondary containment areas can transfer the required 64,836 gallons of water within a 24-hour period. It should be noted that the table presenting the summary of secondary containment stormwater volumes (included in Attachment 8 of Appendix B) is based on an in-depth field investigation of the secondary containment areas. This information is consistent with



the volumes listed in the Sitewide Part 373 Permit. The table includes a column for stormwater volumes transferred to tank T-100 following the LLCP evaluation period and indicates inflows to tank T-100 received from secondary containment areas via direct pumping and by tanker transfer.



5. Late Stage Waste Placement

This section briefly describes concepts that are envisioned to advance the fill progression beyond the attached Drawing 1 to final permitted waste grades and strategies for management of contact and non-contact stormwater runoff. This LLCP is based on the completion of Phase VIII and IX final cover areas. This section is organized according to the planned sequencing of future final cover areas (post Phase IX).

5.1 Post Phase IX Final Cover and Through Phase X Final Cover

With the installation of Phase VIII final cover, the upgradient portions of the southern waste face will be built out to final waste grade in preparation for Phase X final cover. During this time, the drainage patterns are expected to remain as modeled in this LLCP. Once the Phase X final cover is installed, the remaining uncapped area of the plateau to the west of the north-south ridgeline will be unable to gravity drain to the basins on the eastern side of the landfill. To allow this water to drain to the east where it can be contained in a basin and/or pumped to tank T-165, a ditch will be installed in an east-west orientation across the ridgeline of the landfill. This temporary feature will be excavated into the waste surface and will allow contact stormwater runoff to gravity drain to the east side of the landfill. Although the exact location of this feature will depend on waste grading conditions in place at the time, the required capacity of this ditch has been estimated and a minimum cross-sectional geometry defined in Attachment 5 of Appendix A. It may be necessary to move this ditch to accommodate waste placement but the minimum geometry will be utilized regardless of the ditch location. This ditch will remain in service until the installation of Phase XI final cover.

Several non-contact stormwater runoff features will be designed and constructed along with the Phase X final cover. Specifically, a diversion berm constructed of soil will be installed along the eastern edge of the cover on the landfill plateau. This temporary diversion feature will direct non-contact stormwater runoff to the south and into a temporary downchute pipe that will run down the south face of the landfill and carry the water out of the landfill. Additional temporary downchute pipes will be constructed at the same location to divert non-contact stormwater runoff in the two surface-water diversion berms away from the uncapped area and out of the landfill. Once these downchute pipes are installed, the temporary downchute pipes at the southwest corner of the landfill (Cell 14) may be dismantled so that the surface-water diversion berms flow continuously to the newly installed downchute pipes at the eastern edge of the Phase X final cover. Alternatively, the southwest downchute pipes may remain in service to reduce the flowrate to the new downchute pipes.



5.2 Post Phase X Final Cover and Through Landfill Closure

Construction of Phase X final cover is estimated to leave approximately 6.4 acres of the landfill uncapped. The majority of the non-contact stormwater runoff will be diverted away from the uncapped area, which will minimize the required size of contact stormwater runoff features. Consequently, Detention Basins J and K will be slowly filled once replacement features are constructed further to the north (see below for further discussion on the replacement features). The filling of the detention basins will allow buildout to final waste grade everywhere except in the alignment of the truck route and where the replacement contact water management features are located.

It is envisioned that the detention basins will be replaced with depressions along the alignment of the surface-water diversion berms on the eastern face of the landfill. The depths and widths of the depressions will be minimized to lessen their effect on achieving final waste grade in upgradient areas. These depressions will serve as collection points for contact stormwater runoff and will be equipped with pumps and float switches to allow automatic operation once the liquid depth exceeds 1 foot. The pumps in the depressions on the lower and upper surface-water diversion berms will likely discharge to the depression on the middle surface-water diversion berm which, in turn, will discharge to tank T-165.

The required size of these depressions will depend on the drainage area to each feature and the capacity of the pumps. Stormwater routing calculations, similar to those performed for Detention Basins J and K in this LLCP, have been performed (Attachment 5 to Appendix A) to estimate the required sizes of the depressions. It is noted that these calculations are preliminary in nature because the sizes of the contributing watersheds have been estimated. These calculations will be repeated during the quarterly waste surveys that are required by Module VI, Condition H.1 of the Sitewide Part 373 Permit to verify that the depressions are capable of managing the predicted runoff from the existing watersheds in place at those times. It is expected that the depressions will be required to comply with the same Permit conditions as detention basins and will thus be sized to provide a minimum freeboard of 1 foot.

The existing lower truck route will be maintained throughout the filling of Detention Basins J and K and creation of the depressions discussed above. At that point, the majority of the remaining airspace (other than the amount that must be preserved for the depressions) will be within the truck route footprint. The truck route will be eliminated by placing waste near the upgradient end and progressing downslope to the edge of the Phase IX final cover. Once the truck route is eliminated, the remaining



airspace will likely be filled using off-road dump trucks capable of climbing the steeper grades that will be necessary at that time.

Lastly, the depressions will be eliminated by controlled waste placement similar to what is planned for the south infiltration channel in the current fill progression design. However, because the surface-water diversions berms drain to the north, the depressions will need to be filled starting at the northern ends. As waste is placed in approximately 50- foot-long zones along the depressions, soil cover will be installed over the newly placed waste and the upgradient slope (to the next upgradient surface-water diversion berm) so that the runoff from that newly covered area may be allowed to drain out of the landfill. This allows the drainage areas to the depressions to be reduced in concert with the filling of the depressions. The waste filling and soil cover installation will continue to progress to the south until the eastern edge of Phase X final cover is reached.



6. Conclusions and Recommendations

Evaluations of the surface-water management features within uncapped areas of RMU-1 and to temporarily manage non-contact stormwater runoff demonstrate that the adequate capacity is provided to manage conditions associated with the 25-year, 24-hour design storm event, provided the following recommendations are implemented:

• Construct the southwest temporary downchute pipes in Cell 14 as shown on Drawing 1 to direct non-contact stormwater runoff from Phase VII final cover away from uncapped waste areas and out of the landfill.

• Enhance portions of the perimeter ditch along the southern edge of RMU-1 as indicated herein to provide the needed containment at the inlets to the two upstream most existing culverts.

• Replace the RMU-1 lift station pump with an identical Godwin GSP300HV pump, if possible. If an alternative pump must be used due to the GSP300HV being unavailable, perform an instrumented in-service flowrate capacity test of the new pump to verify that the capacity exceeds not only the 188 gpm peak flow associated with this proposed fill progression but also the 330 gpm peak flow identified in the September 9, 2011, RMU-1 lift station capacity evaluation prepared by ARCADIS.

• Construct Phases VIII and IX final cover, consisting of approximately 2.5 acres, as shown on Drawings 1 and 2.

• Reconstruct the truck route as shown on Drawing 1 to allow Phase IX final cover to be installed beneath the road and up to the lowermost surface-water diversion berm. As part of this effort, the equipment and vehicle decontamination area will be moved to the intersection of the truck route and the lowermost surface-water diversion berm.

• As perimeter infiltration channels in Cells 9/10, 11/13, and 12/14 are filled in to accommodate Phases VIII and IX final cover construction, remove large pumps from primary sumps and replace with small pumps, similar to other closed cells in RMU-1. Until that time, maintain the same pump configurations as indicated in December 2009 LLCP.

• Install a new pump in Detention Basin J and associated piping to provide approximately 67 gpm flow rate from the basin to the upgradient Detention Basin K



whenever the liquid elevation in Detention Basin J is equal to or greater than 347.75 feet (i.e., 1-foot above the low point of the basin floor).

• Install a new pump in Detention Basin K and associated piping to provide approximately 1,032 gpm flow rate from the basin to Tank T-165 whenever the liquid elevation in Detention Basin K is equal to or greater than 366.38 feet (i.e., 1.5 feet above the low point of the basin floor).

For the purpose of this evaluation, it is assumed that all of the necessary modifications and conditions presented in this LLCP have been implemented.

Appendix A

RMU-1 Cell 1 Through 14 Hydrologic and Stormwater Routing Calculations

Attachment 1

Detention Basins and Tank T-165 Storage Capacity

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Client: CWM Chemical Services, LLC

Project Location: Model City, New York

Project: RMU-1 Leachate Level Compliance Plan Project No.: B0023785.0000

Subject: Detention Basins and Tank T-165 Storage Capacity

Prepared By: PTO Date: August 2011

Reviewed By: BMS Date: August 2011

Checked By: BMS U Date: August 2011

TASK: Calculate the stormwater runoff (leachate) conditions into Detention Basin J and Detention Basin K from upgradient landfill areas for the 25-year, 24-hour design storm. Compare the peak liquid elevation in each basin with the lowest lined basin crest elevations to determine if the basins provide sufficient storage to contain the estimated stormwater runoff volume and provide for the minimum required freeboard. Compare the total volume pumped to the leachate storage tank T-165 to the tank capacity. REFERENCES: 1. Operations and Maintenance Manual For Residuals Management Unit-1, September 1997 (latest

revised date July 2011). 2. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented on

Figure 1 entitled Residuals Management Unit-1, Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, ARCADIS, July 2011.

3. HydroCAD Software Solutions LLC. HydroCAD. Vers. 8.5. Computer Software. 2006. (Output

attached).

4. Leachate Level Compliance Plan for Residuals Management Unit- One, Final Sequence Phase 2,

ARCADIS, March 2009 (latest revised date March 2010).

5. Site-Wide Permit, Module IV, Table 1.0 and Conditions B.(10) and L.(7).

ASSUMPTIONS: 1. Basin J receives inflow from its tributary watershed. The watershed predominately consists of the

area drained by the lowermost surface water diversion berm within the uncapped portion of RMU-1. Stormwater outflow from Detention Basin J occurs via pumping by means of “Pump 1”, a Goulds Model 3885 WE15H (or equivalent). Pump 1 is operated by a level control and is assumed to turn on once the liquid elevation in Basin J is greater than or equal to 347.75 feet (i.e., 1 foot above basin low point). Pump 1 is assumed to discharge stormwater from Basin J to upgradient Basin K at a rate of 66.8 gallons per minute (gpm) based on hydraulic modeling from Reference 4.

2. Basin K receives inflow from its tributary watershed as well as from Pump 1 as described in

Assumption 1. The Basin K watershed predominately consists of the area drained by the middle surface water diversion berm within the uncapped portion of RMU-1. Stormwater outflow from

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Detention Basin K occurs via pumping (Pump 2) to on-site storage tank T-165 at a rate of approximately 1,032 gpm (Reference 4). Pump 2 is operated by a level control and is assumed to turn on once the liquid elevation in Basin K is greater than or equal to 366.38 feet (i.e., 1.5-feet above basin low point). The level control setting is based on not transferring more liquid to Tank T-165 than can be managed by the tank.

3. A minimum 1 foot freeboard (vertical distance between the estimated peak liquid elevations within the

basins and the lowest lined crest elevations of the basins’ berms) must be provided for the design storm.

4. Detention basin volumes are determined based on two initial conditions:

• No liquid in the basins prior to the beginning of the design storm.

• 1 foot of liquid in the basins above the basin low points prior to the beginning of the design storm.

5. Detention Basin J and Detention Basin K are lined to elevations of 352.52 and 374.40, respectively,

based on the lowest perimeter elevations depicted in Reference 2.

6. On-site storage tank T-165 has a usable storage capacity of 777,797 gallons based on Reference 5. This volume assumes liquid is present in the lowest 1-foot of the tank at the start of the design storm, 2-feet of freeboard is required, and that 100 percent of the rainfall within the tank footprint (including secondary containment) is contained in the primary containment. No outflow occurs from Tank T-165 is assumed to occur during the design storm.

METHODOLOGY: In general, the methodology used to determine the stormwater runoff (leachate) conditions into Basins J and K in this evaluation is based on that presented in Reference 1. The methodology is as follows: 1. Develop the runoff hydrograph for the watersheds that are tributary to the detention basins. These are

the portions of RMU-1 that drain into each basin. The runoff hydrograph is based on the following:

• Runoff curve number (CN) for uncapped waste = 90 (based on Reference 1).

• Runoff CN for paved wheel wash area = 98 (based on TR-55 CN tables contained in Reference 3).

• Rainfall = 4.00 inches for the 25-year, 24-hour design storm (based on Reference 1).

• Watershed area: o Detention Basin J = 2.20 acres (delineated based on Reference 2).

o Detention Basin K = 7.69 acres (delineated based on Reference 2).

• Time of concentration (Tc) = 0.1 hour (assumed based on Reference 1).

2. Use Reference 3 to account for the following inflows to and outflows from Detention Basin J and

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Detention Basin K:

• Inflow from Detention Basin J and Detention Basin K watersheds (described above).

• Outflow from Detention Basin J via Pump 1 based on the conditions outlined in Assumption 1.

• Outflow from Detention Basin K via Pump 2 based on the conditions outlined in Assumption 2.

• Inflow to Detention Basin K via Pump 1 based on the conditions outlined in Assumption 1.

3. Evaluate the adequacy of Tank T-165 to manage the volume pumped from Basin K via Pump 2 by comparing the pumped volume to the tank capacity.

CALCULATIONS: 1. Stormwater Runoff Hydrograph for Detention Basin Watersheds Table 1 below summarizes the hydrologic parameters for the tributary watersheds that drain directly to Detention Basin J and Detention Basin K as well as the resulting stormwater runoff conditions into each basin from the tributary watersheds.

Table 1 Detention

Basin Watershed

Watershed Area

(acres)

Runoff Curve

Number

Time of Concentration

(hr) Runoff

(in) Estimated Peak Discharge into

Basin (cfs)

Total Stormwater Runoff Volume

(cu. ft.) Basin J 2.20 90 0.1 2.92 10.89 23,305 Basin K 7.69 90 0.1 2.92 38.05 81,501

It should be noted that the watershed times of concentration and estimated peak discharges for the tributary areas to Detention Basins J and K are presented to maintain consistency with previous LLCP evaluations. The total stormwater runoff volume for each watershed is dependent only on the amount of precipitation, watershed acreage and runoff curve number and is independent of the watershed time of concentration. The output from Reference 3 for the tributary area to Detention Basins J and K is included as an attachment to this calculation. 2. Detention Basin J Routing and Peak Liquid Elevations A rating curve is used to route the various inflows and outflows through Detention Basin J. The rating curve is based on the design grades depicted on the fill progression figure (Reference 2) and the characteristics of the outflow device (Pump 1). The results of the routing procedure, including peak liquid elevations, for each initial condition are presented in Table 2 below. Output from Reference 3 is included as an attachment to this calculation sheet.

Table 2 Starting Liquid

El. (ft) Peak Inflow

(cfs) Peak Outflow

(cfs) Peak Liquid

El. (ft) Lowest Lined Crest El. (ft)

Freeboard (ft)

346.75 (Basin Floor) 10.89 0.15 351.25

352.52 1.27

347.75 (1 Foot Above Basin Floor) 10.89 0.15 351.25 1.27

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3. Detention Basin K Routing and Peak Liquid Elevations

A rating curve is used to route the various inflows and outflows through Detention Basin K. The rating curve is based on the design grades depicted on the fill progression figure (Reference 2), the characteristics of the inflow from Pump 1 (Assumption 1), and the characteristics of the outflow device (Pump 2). The results of the routing procedure, including peak liquid elevations, for each initial condition are presented in Table 3 below. Output from Reference 3 is included as an attachment to this calculation sheet.

Table 3

Starting Liquid El. (ft)

Peak Inflow (cfs)

Peak Outflow

(cfs) Peak Liquid

El. (ft) Lowest Lined Crest El. (ft)

Freeboard (ft)

364.88 (Basin Floor) 38.20 2.30 371.01

374.40 3.39

365.88 (1 Foot Above Basin Floor) 38.20 2.30 371.01 3.39

4. Tank T-165 Volume Assessment Table 4 below shows the contact stormwater runoff that is pumped from Basin K by Pump 2 to Tank T-165 as well as the actual storage capacity of Tank T-165 as stated in Assumption 6. The volume transferred to Tank T-165 by the pump is obtained from the output from Reference 3. The volume is based on the second initial condition given in Assumption 4 which yields the maximum pump volume.

Table 4 Tank T-165 Storage

Capacity (gal) Stormwater Volume

Pumped from Basin K (gal) 777,797 775,201

As shown in Table 4, Tank T-165 has sufficient capacity to manage the stormwater pumped from Basin K via Pump 2. SUMMARY: Based on the assumptions and calculations presented above, Detention Basin J and Detention Basin K provide sufficient storage to contain stormwater runoff from the 25-year, 24-hour storm event while maintaining a minimum 1 foot of freeboard with respect to the lowest lined crest elevations of the basins. Tank T-165 provides adequate capacity to manage the liquid volume transferred from Basin K during the 25-year, 24-hour storm event.

Stormwater Runoff Hydrographs

Basin J

Type II 24-hr 25 yr Model City Rainfall=4.00"RMU-1 Hydro Model 2011 LLCPPrepared by {enter your company name here}

7/15/2011HydroCAD® 8.00 s/n 005596 © 2006 HydroCAD Software Solutions LLC

Subcatchment 146S: Direct Flow to Basin J

Runoff = 10.89 cfs @ 11.97 hrs, Volume= 0.535 af, Depth= 2.92"

Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsType II 24-hr 25 yr Model City Rainfall=4.00"

Area (ac) CN Description

2.170 900.030 98

2.200 90 Weighted Average2.170 Pervious Area0.030 Impervious Area

Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)

6.0 Direct Entry,



Hydrograph for Subcatchment 146S: Direct Flow to Basin J

Time(hours)

Precip.(inches)

Excess(inches)

Runoff(cfs)

1.00 0.04 0.00 0.002.00 0.09 0.00 0.003.00 0.14 0.00 0.004.00 0.19 0.00 0.005.00 0.25 0.00 0.016.00 0.32 0.01 0.027.00 0.40 0.02 0.048.00 0.48 0.05 0.069.00 0.59 0.09 0.12

10.00 0.72 0.16 0.1811.00 0.94 0.28 0.3812.00 2.65 1.67 10.0313.00 3.09 2.07 0.5414.00 3.28 2.24 0.3215.00 3.41 2.37 0.2516.00 3.52 2.47 0.2017.00 3.61 2.55 0.1718.00 3.68 2.62 0.1519.00 3.75 2.68 0.1320.00 3.81 2.74 0.1121.00 3.86 2.79 0.1122.00 3.91 2.83 0.1023.00 3.95 2.88 0.1024.00 4.00 2.92 0.0925.00 4.00 2.92 0.0026.00 4.00 2.92 0.0027.00 4.00 2.92 0.0028.00 4.00 2.92 0.0029.00 4.00 2.92 0.0030.00 4.00 2.92 0.0031.00 4.00 2.92 0.0032.00 4.00 2.92 0.0033.00 4.00 2.92 0.0034.00 4.00 2.92 0.0035.00 4.00 2.92 0.0036.00 4.00 2.92 0.0037.00 4.00 2.92 0.0038.00 4.00 2.92 0.0039.00 4.00 2.92 0.0040.00 4.00 2.92 0.0041.00 4.00 2.92 0.0042.00 4.00 2.92 0.0043.00 4.00 2.92 0.0044.00 4.00 2.92 0.0045.00 4.00 2.92 0.0046.00 4.00 2.92 0.0047.00 4.00 2.92 0.0048.00 4.00 2.92 0.0049.00 4.00 2.92 0.0050.00 4.00 2.92 0.0051.00 4.00 2.92 0.0052.00 4.00 2.92 0.00

Time(hours)

Precip.(inches)

Excess(inches)

Runoff(cfs)

53.00 4.00 2.92 0.0054.00 4.00 2.92 0.0055.00 4.00 2.92 0.0056.00 4.00 2.92 0.0057.00 4.00 2.92 0.0058.00 4.00 2.92 0.0059.00 4.00 2.92 0.0060.00 4.00 2.92 0.00

Basin K



Subcatchment 134S: Direct Flow to Basin K




7.690 90

7.690 Pervious Area


6.0 Direct Entry,



Hydrograph for Subcatchment 134S: Direct Flow to Basin K

Time(hours)

Precip.(inches)

Excess(inches)

Runoff(cfs)

1.00 0.04 0.00 0.002.00 0.09 0.00 0.003.00 0.14 0.00 0.004.00 0.19 0.00 0.005.00 0.25 0.00 0.026.00 0.32 0.01 0.087.00 0.40 0.02 0.158.00 0.48 0.05 0.239.00 0.59 0.09 0.41

10.00 0.72 0.16 0.6211.00 0.94 0.28 1.3112.00 2.65 1.67 35.0513.00 3.09 2.07 1.8814.00 3.28 2.24 1.1215.00 3.41 2.37 0.8916.00 3.52 2.47 0.6917.00 3.61 2.55 0.6018.00 3.68 2.62 0.5319.00 3.75 2.68 0.4620.00 3.81 2.74 0.3921.00 3.86 2.79 0.3722.00 3.91 2.83 0.3523.00 3.95 2.88 0.3424.00 4.00 2.92 0.3225.00 4.00 2.92 0.0026.00 4.00 2.92 0.0027.00 4.00 2.92 0.0028.00 4.00 2.92 0.0029.00 4.00 2.92 0.0030.00 4.00 2.92 0.0031.00 4.00 2.92 0.0032.00 4.00 2.92 0.0033.00 4.00 2.92 0.0034.00 4.00 2.92 0.0035.00 4.00 2.92 0.0036.00 4.00 2.92 0.0037.00 4.00 2.92 0.0038.00 4.00 2.92 0.0039.00 4.00 2.92 0.0040.00 4.00 2.92 0.0041.00 4.00 2.92 0.0042.00 4.00 2.92 0.0043.00 4.00 2.92 0.0044.00 4.00 2.92 0.0045.00 4.00 2.92 0.0046.00 4.00 2.92 0.0047.00 4.00 2.92 0.0048.00 4.00 2.92 0.0049.00 4.00 2.92 0.0050.00 4.00 2.92 0.0051.00 4.00 2.92 0.0052.00 4.00 2.92 0.00

Time(hours)

Precip.(inches)

Excess(inches)

Runoff(cfs)

53.00 4.00 2.92 0.0054.00 4.00 2.92 0.0055.00 4.00 2.92 0.0056.00 4.00 2.92 0.0057.00 4.00 2.92 0.0058.00 4.00 2.92 0.0059.00 4.00 2.92 0.0060.00 4.00 2.92 0.00

Initial Condition #1: No Liquid in Basins at Beginning of Storm Event

Basin J



Pond 145P: Basin J

Inflow Area = 2.200 ac, Inflow Depth = 2.92" for 25 yr Model City eventInflow = 10.89 cfs @ 11.97 hrs, Volume= 0.535 afOutflow = 0.15 cfs @ 9.75 hrs, Volume= 0.525 af, Atten= 99%, Lag= 0.0 minPrimary = 0.15 cfs @ 9.75 hrs, Volume= 0.525 af

Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 351.25' @ 18.15 hrs Surf.Area= 0.172 ac Storage= 0.365 af

Plug-Flow detention time= 1,016.5 min calculated for 0.525 af (98% of inflow)Center-of-Mass det. time= 1,004.3 min ( 1,799.7 - 795.4 )

Volume Invert Avail.Storage Storage Description

#1 346.75' 0.614 af Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)

346.75 0.000 0.000 0.000347.00 0.002 0.000 0.000347.50 0.017 0.005 0.005348.00 0.043 0.015 0.020348.50 0.062 0.026 0.046349.00 0.081 0.036 0.082349.50 0.100 0.045 0.127350.00 0.120 0.055 0.182350.50 0.141 0.065 0.248351.00 0.162 0.076 0.323351.50 0.183 0.086 0.410352.00 0.205 0.097 0.506352.50 0.227 0.108 0.614

Device Routing Invert Outlet Devices

#1 Primary 346.75' Special & User-Defined Head (feet) 0.00 0.99 1.00 5.00 Disch. (cfs) 0.000 0.000 0.149 0.149

Primary OutFlow Max=0.15 cfs @ 9.75 hrs HW=347.75' (Free Discharge)1=Special & User-Defined (Custom Controls 0.15 cfs)



Hydrograph for Pond 145P: Basin J

Time(hours)

Inflow(cfs)

Storage(acre-feet)

Elevation(feet)

Primary(cfs)

1.00 0.00 0.000 346.75 0.003.00 0.00 0.000 346.75 0.005.00 0.01 0.000 346.90 0.007.00 0.04 0.004 347.44 0.009.00 0.12 0.011 347.75 0.12

11.00 0.38 0.020 348.01 0.1513.00 0.54 0.322 350.99 0.1515.00 0.25 0.355 351.19 0.1517.00 0.17 0.364 351.24 0.1519.00 0.13 0.364 351.24 0.1521.00 0.11 0.358 351.21 0.1523.00 0.10 0.350 351.16 0.1525.00 0.00 0.334 351.07 0.1527.00 0.00 0.310 350.92 0.1529.00 0.00 0.285 350.76 0.1531.00 0.00 0.261 350.59 0.1533.00 0.00 0.236 350.42 0.1535.00 0.00 0.211 350.23 0.1537.00 0.00 0.187 350.04 0.1539.00 0.00 0.162 349.83 0.1541.00 0.00 0.137 349.60 0.1543.00 0.00 0.113 349.35 0.1545.00 0.00 0.088 349.07 0.1547.00 0.00 0.064 348.76 0.1549.00 0.00 0.039 348.38 0.1551.00 0.00 0.014 347.85 0.1553.00 0.00 0.011 347.74 0.0055.00 0.00 0.011 347.74 0.0057.00 0.00 0.011 347.74 0.0059.00 0.00 0.011 347.74 0.00

Basin K



Pond 143P: Basin K

[78] Warning: Submerged Pond 145P Primary device # 1 by 24.26'[81] Warning: Exceeded Pond 145P by 20.12' @ 12.41 hrs



Plug-Flow detention time= 156.1 min calculated for 2.345 af (98% of inflow)Center-of-Mass det. time= 114.4 min ( 1,129.7 - 1,015.4 )




364.88 0.000 0.000 0.000365.00 0.008 0.000 0.000365.50 0.027 0.009 0.009366.00 0.050 0.019 0.028366.50 0.075 0.031 0.060367.00 0.102 0.044 0.104367.50 0.132 0.059 0.162368.00 0.156 0.072 0.234368.50 0.172 0.082 0.316369.00 0.189 0.090 0.407369.50 0.205 0.098 0.505370.00 0.222 0.107 0.612370.50 0.239 0.115 0.727371.00 0.257 0.124 0.851371.50 0.275 0.133 0.984372.00 0.293 0.142 1.126372.50 0.316 0.152 1.278373.00 0.339 0.164 1.442






Hydrograph for Pond 143P: Basin K

Time(hours)

Inflow(cfs)

Storage(acre-feet)

Elevation(feet)

Primary(cfs)

1.00 0.00 0.000 364.88 0.003.00 0.00 0.000 364.88 0.005.00 0.02 0.000 364.98 0.007.00 0.15 0.014 365.65 0.009.00 0.53 0.051 366.37 0.52

11.00 1.46 0.051 366.38 1.4613.00 2.03 0.851 371.00 2.3015.00 1.04 0.696 370.37 2.3017.00 0.75 0.459 369.27 2.3019.00 0.61 0.191 367.71 2.3021.00 0.52 0.051 366.37 0.5223.00 0.49 0.051 366.37 0.4925.00 0.15 0.050 366.37 0.1527.00 0.15 0.050 366.37 0.1529.00 0.15 0.050 366.37 0.1531.00 0.15 0.050 366.37 0.1533.00 0.15 0.050 366.37 0.1535.00 0.15 0.050 366.37 0.1537.00 0.15 0.050 366.37 0.1539.00 0.15 0.050 366.37 0.1541.00 0.15 0.050 366.37 0.1543.00 0.15 0.050 366.37 0.1545.00 0.15 0.050 366.37 0.1547.00 0.15 0.050 366.37 0.1549.00 0.15 0.050 366.37 0.1551.00 0.15 0.050 366.37 0.1553.00 0.00 0.050 366.37 0.0055.00 0.00 0.050 366.37 0.0057.00 0.00 0.050 366.37 0.0059.00 0.00 0.050 366.37 0.00

Initial Condition #2: 1 Foot of Liquid in Basins at Beginning of Storm Event

Basin J



Pond 145P: Basin J


Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsStarting Elev= 347.75' Surf.Area= 0.030 ac Storage= 0.011 afPeak Elev= 351.25' @ 18.15 hrs Surf.Area= 0.172 ac Storage= 0.365 af (0.354 af above start)

Plug-Flow detention time= 1,016.4 min calculated for 0.525 af (98% of inflow)Center-of-Mass det. time= 976.1 min ( 1,771.5 - 795.4 )




346.75 0.000 0.000 0.000347.00 0.002 0.000 0.000347.50 0.017 0.005 0.005348.00 0.043 0.015 0.020348.50 0.062 0.026 0.046349.00 0.081 0.036 0.082349.50 0.100 0.045 0.127350.00 0.120 0.055 0.182350.50 0.141 0.065 0.248351.00 0.162 0.076 0.323351.50 0.183 0.086 0.410352.00 0.205 0.097 0.506352.50 0.227 0.108 0.614






Hydrograph for Pond 145P: Basin J

Time(hours)

Inflow(cfs)

Storage(acre-feet)

Elevation(feet)

Primary(cfs)

1.00 0.00 0.011 347.75 0.153.00 0.00 0.011 347.74 0.005.00 0.01 0.011 347.74 0.017.00 0.04 0.011 347.74 0.049.00 0.12 0.011 347.75 0.12

11.00 0.38 0.020 348.01 0.1513.00 0.54 0.322 350.99 0.1515.00 0.25 0.355 351.19 0.1517.00 0.17 0.364 351.24 0.1519.00 0.13 0.364 351.24 0.1521.00 0.11 0.358 351.21 0.1523.00 0.10 0.350 351.16 0.1525.00 0.00 0.334 351.07 0.1527.00 0.00 0.310 350.92 0.1529.00 0.00 0.285 350.76 0.1531.00 0.00 0.261 350.59 0.1533.00 0.00 0.236 350.42 0.1535.00 0.00 0.211 350.23 0.1537.00 0.00 0.187 350.04 0.1539.00 0.00 0.162 349.83 0.1541.00 0.00 0.137 349.60 0.1543.00 0.00 0.113 349.35 0.1545.00 0.00 0.088 349.07 0.1547.00 0.00 0.064 348.76 0.1549.00 0.00 0.039 348.38 0.1551.00 0.00 0.014 347.85 0.1553.00 0.00 0.011 347.74 0.0055.00 0.00 0.011 347.74 0.0057.00 0.00 0.011 347.74 0.0059.00 0.00 0.011 347.74 0.00

Basin K



Pond 143P: Basin K

[82] Warning: Early inflow requires earlier time span[78] Warning: Submerged Pond 145P Primary device # 1 by 24.26'[81] Warning: Exceeded Pond 145P by 20.12' @ 12.41 hrs

Inflow Area = 9.890 ac, Inflow Depth > 2.92" for 25 yr Model City eventInflow = 38.20 cfs @ 11.97 hrs, Volume= 2.406 afOutflow = 2.30 cfs @ 11.42 hrs, Volume= 2.379 af, Atten= 94%, Lag= 0.0 minPrimary = 2.30 cfs @ 11.42 hrs, Volume= 2.379 af

Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsStarting Elev= 365.88' Surf.Area= 0.044 ac Storage= 0.023 afPeak Elev= 371.01' @ 12.81 hrs Surf.Area= 0.257 ac Storage= 0.853 af (0.830 af above start)

Plug-Flow detention time= 155.8 min calculated for 2.355 af (98% of inflow)Center-of-Mass det. time= 108.0 min ( 1,120.7 - 1,012.7 )




364.88 0.000 0.000 0.000365.00 0.008 0.000 0.000365.50 0.027 0.009 0.009366.00 0.050 0.019 0.028366.50 0.075 0.031 0.060367.00 0.102 0.044 0.104367.50 0.132 0.059 0.162368.00 0.156 0.072 0.234368.50 0.172 0.082 0.316369.00 0.189 0.090 0.407369.50 0.205 0.098 0.505370.00 0.222 0.107 0.612370.50 0.239 0.115 0.727371.00 0.257 0.124 0.851371.50 0.275 0.133 0.984372.00 0.293 0.142 1.126372.50 0.316 0.152 1.278373.00 0.339 0.164 1.442






Hydrograph for Pond 143P: Basin K

Time(hours)

Inflow(cfs)

Storage(acre-feet)

Elevation(feet)

Primary(cfs)

1.00 0.15 0.023 365.88 0.003.00 0.00 0.023 365.89 0.005.00 0.03 0.024 365.90 0.007.00 0.19 0.041 366.22 0.009.00 0.53 0.051 366.37 0.52

11.00 1.46 0.051 366.38 1.4613.00 2.03 0.851 371.00 2.3015.00 1.04 0.696 370.37 2.3017.00 0.75 0.459 369.27 2.3019.00 0.61 0.191 367.71 2.3021.00 0.52 0.051 366.37 0.5223.00 0.49 0.051 366.37 0.4925.00 0.15 0.050 366.37 0.1527.00 0.15 0.050 366.37 0.1529.00 0.15 0.050 366.37 0.1531.00 0.15 0.050 366.37 0.1533.00 0.15 0.050 366.37 0.1535.00 0.15 0.050 366.37 0.1537.00 0.15 0.050 366.37 0.1539.00 0.15 0.050 366.37 0.1541.00 0.15 0.050 366.37 0.1543.00 0.15 0.050 366.37 0.1545.00 0.15 0.050 366.37 0.1547.00 0.15 0.050 366.37 0.1549.00 0.15 0.050 366.37 0.1551.00 0.15 0.050 366.37 0.1553.00 0.00 0.050 366.37 0.0055.00 0.00 0.050 366.37 0.0057.00 0.00 0.050 366.37 0.0059.00 0.00 0.050 366.37 0.00

Attachment 2

Interim Drainage Feature Design

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Calculation Sheet

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Client: CWM Chemical Services, LLC Project Location: Model City, New York Project: RMU-1 Leachate Level Compliance Plan Project No.: B0023785.0000 Subject: Interim Drainage Feature Design Prepared By: NWF/PTO Date: November 2011 Reviewed By: BMS Date: November 2011 Checked By: BMS U Date: November 2011 TASK: Demonstrate that the interim drainage features depicted on the drawing entitled Residuals Management Unit One - Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3 provide sufficient hydraulic capacity to convey the estimated peak discharge from the 25-year, 24-hour storm. REFERENCES: 1. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented on

Figure 1 entitled Residuals Management Unit One - Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, ARCADIS, August 2011 (revised November 2011).

2. HydroCAD Version 8.5, hydrologic evaluation software, HydroCAD Software Solutions, LLC, 2006. 3. Engineer-in-Training Reference Manual, 8th Edition, Lindeburg, Michael R., P.E., pp. A-45, 1992. 4. Operations and Maintenance Manual for Residuals Management Unit-1, dated September 1997

(latest revised date November 2011).

5. Appendix I of the Engineering Report for Residuals Management Unit 1 entitled “Surface Water Drainage and Erosion Calculations.

ASSUMPTIONS: 1. Several interim drainage features are depicted on Reference 1 to convey non-contact stormwater

runoff from the Phase VII final cover area and the proposed interim cover area to existing stormwater controls outside of the landfill. These interim drainage features include the following:

• A drainage ditch along the inside edge of the RMU-1 access road at the southeastern corner of

RMU-1 (interim drainage ditch) as depicted on Figure 18 from Reference 4.

• The southwest downchute at the southwest corner of RMU-1 as depicted on Figure 17 from Reference 4.

• The southeast header pipe within the trapezoidal perimeter ditch at the base of the RMU-1 perimeter berm as depicted on Figure 16 from Reference 4.

• The southeast downchute on the eastern face of RMU-1 as depicted on Figure 16 from Reference 4.

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Additionally, an interim drainage feature will be installed on the landfill’s plateau along the eastern edge of the Phase VII final cover area. This Phase VII final cover area diversion ditch will intercept and convey contact stormwater runoff from the western half of the plateau that would otherwise pond against the temporary termination of the final cover. The temporary termination of the proposed Phase VIII final cover area on the lowermost surface water diversion berm (SWDB) will create a different geometry for the conveyance of contact stormwater runoff and this geometry is evaluated herein as well.

2. The interim drainage ditch consists of two segments that convey stormwater from the RMU-1 access road and interim cover sideslopes to culvert CV-2. Segment one of the drainage ditch has a triangular cross section, 3H:1V interior and 2H:1V exterior sideslopes, a 10 percent bed slope, and a minimum depth of 0.5 feet. Segment two of the drainage ditch also has a triangular cross section, 3H:1V interior and 2H:1V exterior sideslope, a 0.3 percent minimum bed slope, and a minimum depth of 1 foot. A Manning “n” value of 0.015 is assumed based on the presence of a geosynthetic along the channel interior.

3. The southwest downchute consists of two corrugated metal pipes (corrugated high-density polyethylene [HDPE] pipes may also be used) used to convey stormwater from the upper and lower surface water diversion berms on the western face of RMU-1 into riprap lined drainage channel V4 and ultimately into the drainage area P9 perimeter channel at the base of the perimeter berm. One pipe receives flow from the upper surface water diversion berm and the other receives flow from the lower surface water diversion berm. Both the upper and lower downchute pipes are 15 inches in diameter. Both downchute pipe inlets are assumed to be mitered to conform to fill. Although the downchute pipes generally follow the design final cover slope (i.e., 33 percent), there are areas (such as inlets and intersections with surface water diversion berms) where the slope reduces to 2 percent. This flatter slope is used to compute hydraulic capacity for the downchute pipes.

4. The southeast downchute consists of a single corrugated metal pipe (a corrugated HDPE pipe may also be used). The pipe is 15 inches in diameter and receives flow from the interim cover area to the north of the RMU-1 access road. Although the downchute pipe generally follows the perimeter berm sideslope gradient, (i.e., 50 percent), the slope reduces to 2 percent at the pipe inlet. Therefore the flatter slope is used to compute hydraulic capacity.

5. The southeast downchute discharges into a southeast downchute header pipe (not shown on Reference 1, but shown on Figure 16 in Reference 4). This header pipe dissipates the flow from the southeast downchute pipe and aligns the flow with the drainage area P5 perimeter channel. The header pipe also conveys flow from the upgradient portion of drainage area P5 that drains to the P5 perimeter channel. The header pipe is an 18-inch-diameter corrugated metal pipe. The pipe slope is equal to the ditch slope (i.e., 0.25 percent).

6. The Phase VII final cover area diversion ditch consists of a ditch excavated into the final waste grade

adjacent to the temporary termination of the final cover on the western side of the landfill plateau. The diversion ditch has a triangular cross section, 2H:1V sideslopes, a 0.5 percent bed slope, and a minimum depth of 2 feet. A Manning “n” of 0.025 is assumed based on the ditch surface consisting of bare soil.

7. The lowermost SWDB with the temporary Phase VIII final cover termination consists of a triangular

channel with 3H:1V and 2H:1V sideslopes, a 1.0 percent bed slope, and a lined depth of 2 feet. A Manning “n” of 0.025 is assumed based on the channel surfaces consisting of bare soil.

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8. The interim drainage features are deemed acceptable if the hydraulic capacities are equal to or

greater than the respective peak discharges from the 25-year, 24-hour storm. The capacity of the southwest downchute is based on a headwater depth of 1.2 feet, which is equal to the depth of the surface water diversion berm. The capacity of the southeast downchute pipe is based on a headwater depth of 2.5 feet, which is equal to the depth of the drainage area A6 perimeter channel. The capacity of the southeast downchute header pipe is based on a headwater depth of 2.0 feet, which is equal to the depth of the P5 drainage ditch. The capacity of the Phase VII final cover area diversion ditch is based on the bank-full flow capacity of the ditch. The capacity of the lowermost SWDB with the temporary Phase VIII final cover termination is based on a flow depth of 1.0 foot, which provides 1.0 foot of freeboard with respect to the adjacent final cover liner crest elevation as shown in RMU-1 O&M Manual Figure 21.

9. The 25-year, 24-hour estimated peak discharges for the interim drainage features are calculated using Reference 2. The watersheds for the drainage ditch, southwest downchute, southeast header pipe, southeast downchute, and the Phase VII final cover area diversion ditch are delineated from Reference 1. The watershed characteristics for each drainage feature are as follows: • Drainage Ditch (Segment 1)

o Watershed area= 0.19 acres o CN=96 (Weighted average)

- CN=94, 0.11 acres (Interim cover from Reference 2 ,Hydrologic Soil Group D, newly graded areas)

- CN=98, 0.09 acres (Paved roads) o Time of Concentration = 0.1 hours

• Drainage Ditch (Segment 2)


- CN=94, 0.50 acres (Interim cover) - CN=98, 0.30 acres (Paved roads)

o Time of Concentration = 0.1 hours

• Southwest Downchute (Upper) o Watershed area= 0.74 acres o CN=86 (Open spaces, Hydrologic Soil Group C) o Time of Concentration = 0.1 hours

• Southwest Downchute (Lower)

o Watershed area= 0.72 acres o CN= 86 (Open spaces) o Time of Concentration = 0.1 hours

• Southeast Downchute


- CN=94, 0.51 acres (Interim cover) - CN=98, 0.32 acres (Paved roads) - CN=86, 0.18 acres (Open Spaces)


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• Southeast Downchute Header Pipe


- CN=94, 0.51 acres (Interim cover) - CN=98, 0.32 acres (Paved roads) - CN=86, 0.36 acres (Open Spaces)


• Phase VII Final Cover Area Diversion Ditch o Watershed area= 2.47 acres o CN=90 (uncapped waste) o Time of Concentration = 0.1 hours

• Lowermost SWDB with Temporary Phase VIII Final Cover Termination o Watershed area= 0.89 acres o CN=90 (uncapped waste) o Time of Concentration = 0.1 hours

CALCULATIONS: 1. Estimated Peak Discharges Table 1 below summarizes the watershed acreages and estimated peak discharges to the various interim drainage features during the 25-year, 24-hour storm based on References 1 and 2.

Table 1

Interim Drainage Feature Watershed Area (acres)

CN (Weighted

Average) Time of

Concentration (hours)

Estimated Peak

Discharge (cfs)

Interim Diversion Ditch – Segment 1 0.19 96 0.1 1.07

Interim Diversion Ditch – Segment 2 0.80 96 0.1 4.45 Southwest Downchute Pipe – Upper

Surface Water Diversion Berm 0.74 86 0.1 3.31

Southwest Downchute Pipe – Lower Surface Water Diversion Berm 0.72 86 0.1 3.16

Southeast Downchute 1.01 91 0.1 5.13

Southeast Downchute Header Pipe 1.19 90 0.1 5.93 Phase VII Final Cover Area

Diversion Ditch 2.47 90 0.1 12.22

Lowermost SWDB with Temporary Phase VIII Final Cover Termination 0.89 90 0.1 4.40

Supporting output from Reference 2 for the determination of estimated peak discharges is included as an attachment to this calculation.

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2. Hydraulic Capacity of Interim Drainage Features

Table 2 below summarizes the estimated peak discharges to the interim drainage features and the hydraulic capacities of each feature.

Table 2

Interim Drainage Feature 25-Year, 24-Hour Estimated Peak Discharge (cfs)


Interim Diversion Ditch – Segment 1 1.07 7.401

Interim Diversion Ditch – Segment 2 4.45 8.141 Southwest Downchute Pipe - Upper

Surface Water Diversion Berm 3.31 3.982

Southwest Downchute Pipe - Lower Surface Water Diversion Berm 3.16 3.982

Southeast Downchute 5.13 5.762

Southeast Downchute Header Pipe 5.93 6.272 Phase VII Final Cover Area Diversion

Ditch 12.22 31.303

Lowermost SWDB with Temporary Phase VIII Final Cover Termination 4.40 8.924

Notes: 1. Capacity obtained from the Manning equation based on the parameters from Assumption 2. 2. Capacity based on stage-discharge values from Reference 2. 3. Capacity obtained from the Manning equation based on the parameters from Assumption 6. 4. Capacity obtained from the Manning equation based on the parameters from Assumption 7.

As indicated in Table 2, the hydraulic capacity of each interim drainage feature exceeds the peak discharge from the 25-year, 24-hour storm. Hydraulic capacity calculations for the interim drainage features are included as an attachment. SUMMARY: Based on the assumptions and calculations above, the hydraulic capacities of the interim drainage features depicted on Reference 1 are sufficient to convey the estimated peak discharges from the 25-year, 24-hour storm.

Estimated Peak Discharges



Subcatchment 131S: Access Road Ditch (Segment 1)




0.107 940.085 98 Paved parking & roofs



6.0 Direct Entry,



Subcatchment 154S: Access Road Ditch (Segment 2)




0.500 940.300 98 Paved parking & roofs



6.0 Direct Entry,



Subcatchment 159S: Downchute area (Upper)




0.740 86

0.740 Pervious Area


1.9 50 0.3300 0.43 Sheet Flow, Range n= 0.130 P2= 2.30"

0.1 29 0.3300 4.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps

3.8 360 0.0100 1.60 2.87 Channel Flow, Area= 1.8 sf Perim= 6.9' r= 0.26' n= 0.038

5.8 439 Total



Subcatchment 160S: Downchute area (Lower)




0.720 86

0.720 Pervious Area





6.3 500 Total



Link 154L: Combined Southeast Area

Inflow Area = 1.192 ac, Inflow Depth = 2.95" for 25 yr Model City eventInflow = 5.93 cfs @ 11.97 hrs, Volume= 0.293 afPrimary = 5.93 cfs @ 11.97 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 1.00-60.00 hrs, dt= 0.01 hrs



Subcatchment 161S: Southeast Temporary Downchute Area




0.508 94 Interim Cover0.324 89 Gravel roads, HSG C0.180 86 Open Space

1.012 91 Weighted Average1.012 Pervious Area


6.0 Direct Entry,

Type II 24-hr 25 yr Model City Rainfall=4.00"RMU-1 Hydro Model 2011 LLCP Printed 11/13/2011Prepared by {enter your company name here}

HydroCAD® 8.50 s/n 005124 © 2007 HydroCAD Software Solutions LLC

Summary for Subcatchment 162S: Phase VII Final Cover Area Diversion Ditch



Area (ac) CN Description* 2.470 90

2.470 Pervious Area


6.0 Direct Entry,



Summary for Subcatchment 169S: Lower Bench FC Termination




0.890 Pervious Area


6.0 Direct Entry,

Hydraulic Capacity of Interim

Drainage Features

Channel Depth (ft) 0.50Base Width (ft) 0.00Left Side Slope (x:1) 2.00Right Side Slope (x:1) 3.00Bed Slope 0.100Manning "n" 0.015

Flowrate from Manning Equation (cfs) 7.40Resulting Flow Depth (ft) 0.50Resulting Flow Velocity (ft/s) 11.84Resulting Flow Width at Top (ft) 2.50

Resulting Flow Area (ft2) 0.63Resulting Wetted Perimeter (ft) 2.70Resulting Hydraulic Radius (ft) 0.23

Channel Design (Input)

Flow Conditions (Output)

Interim Diversion Ditch (Segment 1)

8/3/2011


Flowrate from Manning Equation (cfs) 8.14Resulting Flow Depth (ft) 1.00Resulting Flow Velocity (ft/s) 3.26Resulting Flow Width at Top (ft) 5.00

Resulting Flow Area (ft2) 2.50Resulting Wetted Perimeter (ft) 5.40Resulting Hydraulic Radius (ft) 0.46



Interim Diversion Ditch (Segment 2)

8/3/2011



Pond 162P: Southwest Culvert (Upper)

[57] Hint: Peaked at 1.04' (Flood elevation advised)


Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 1.04' @ 11.97 hrs


#1 Primary 0.00' 15.0" x 316.3' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= -6.33' S= 0.0200 '/' Cc= 0.900 n= 0.025 Corrugated metal

Primary OutFlow Max=3.31 cfs @ 11.97 hrs HW=1.04' (Free Discharge)1=Culvert (Barrel Controls 3.31 cfs @ 4.13 fps)



Stage-Discharge for Pond 162P: Southwest Culvert (Upper)

Elevation(feet)

Primary(cfs)

0.00 0.000.01 0.000.02 0.000.03 0.000.04 0.000.05 0.010.06 0.010.07 0.020.08 0.020.09 0.030.10 0.030.11 0.040.12 0.050.13 0.060.14 0.070.15 0.080.16 0.090.17 0.100.18 0.120.19 0.130.20 0.140.21 0.160.22 0.180.23 0.190.24 0.210.25 0.230.26 0.250.27 0.270.28 0.290.29 0.310.30 0.330.31 0.360.32 0.380.33 0.410.34 0.430.35 0.460.36 0.480.37 0.510.38 0.540.39 0.570.40 0.600.41 0.630.42 0.660.43 0.690.44 0.720.45 0.750.46 0.780.47 0.820.48 0.850.49 0.890.50 0.920.51 0.96

Elevation(feet)

Primary(cfs)

0.52 0.990.53 1.030.54 1.070.55 1.110.56 1.140.57 1.180.58 1.220.59 1.260.60 1.300.61 1.340.62 1.380.63 1.420.64 1.470.65 1.510.66 1.550.67 1.590.68 1.640.69 1.680.70 1.730.71 1.770.72 1.810.73 1.860.74 1.900.75 1.950.76 2.000.77 2.040.78 2.090.79 2.140.80 2.180.81 2.230.82 2.280.83 2.320.84 2.370.85 2.420.86 2.470.87 2.510.88 2.560.89 2.610.90 2.660.91 2.710.92 2.750.93 2.800.94 2.850.95 2.900.96 2.950.97 2.990.98 3.040.99 3.091.00 3.141.01 3.191.02 3.231.03 3.28

Elevation(feet)

Primary(cfs)

1.04 3.331.05 3.381.06 3.421.07 3.471.08 3.521.09 3.561.10 3.601.11 3.651.12 3.691.13 3.731.14 3.771.15 3.811.16 3.841.17 3.881.18 3.921.19 3.951.20 3.981.21 4.021.22 4.051.23 4.071.24 4.101.25 4.12



Pond 163P: Southwest Culvert (Lower)



Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 1.01' @ 11.97 hrs






Stage-Discharge for Pond 163P: Southwest Culvert (Lower)

Elevation(feet)

Primary(cfs)

0.00 0.000.01 0.000.02 0.000.03 0.000.04 0.000.05 0.010.06 0.010.07 0.020.08 0.020.09 0.030.10 0.030.11 0.040.12 0.050.13 0.060.14 0.070.15 0.080.16 0.090.17 0.100.18 0.120.19 0.130.20 0.140.21 0.160.22 0.180.23 0.190.24 0.210.25 0.230.26 0.250.27 0.270.28 0.290.29 0.310.30 0.330.31 0.360.32 0.380.33 0.400.34 0.430.35 0.450.36 0.480.37 0.510.38 0.540.39 0.560.40 0.590.41 0.620.42 0.650.43 0.680.44 0.710.45 0.750.46 0.780.47 0.810.48 0.850.49 0.880.50 0.920.51 0.95

Elevation(feet)

Primary(cfs)

0.52 0.990.53 1.020.54 1.060.55 1.100.56 1.140.57 1.170.58 1.210.59 1.250.60 1.290.61 1.330.62 1.370.63 1.410.64 1.460.65 1.500.66 1.540.67 1.580.68 1.620.69 1.670.70 1.710.71 1.760.72 1.800.73 1.840.74 1.890.75 1.930.76 1.980.77 2.020.78 2.070.79 2.120.80 2.160.81 2.210.82 2.250.83 2.300.84 2.350.85 2.400.86 2.440.87 2.490.88 2.540.89 2.580.90 2.630.91 2.680.92 2.730.93 2.770.94 2.820.95 2.870.96 2.920.97 2.970.98 3.010.99 3.061.00 3.111.01 3.161.02 3.201.03 3.25

Elevation(feet)

Primary(cfs)

1.04 3.301.05 3.341.06 3.391.07 3.441.08 3.481.09 3.531.10 3.581.11 3.621.12 3.671.13 3.711.14 3.761.15 3.801.16 3.841.17 3.881.18 3.921.19 3.951.20 3.981.21 4.021.22 4.051.23 4.071.24 4.101.25 4.12



Pond 154P: Southeast Culvert


Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 1.95' @ 11.97 hrsFlood Elev= 2.50'






Stage-Discharge for Pond 154P: Southeast Culvert

Elevation(feet)

Primary(cfs)

0.00 0.000.02 0.000.04 0.000.06 0.010.08 0.020.10 0.030.12 0.050.14 0.070.16 0.090.18 0.120.20 0.140.22 0.170.24 0.210.26 0.250.28 0.290.30 0.330.32 0.370.34 0.420.36 0.470.38 0.530.40 0.580.42 0.640.44 0.700.46 0.760.48 0.830.50 0.900.52 0.960.54 1.030.56 1.110.58 1.180.60 1.260.62 1.340.64 1.410.66 1.500.68 1.580.70 1.660.72 1.750.74 1.830.76 1.920.78 2.000.80 2.090.82 2.180.84 2.270.86 2.360.88 2.450.90 2.540.92 2.640.94 2.730.96 2.820.98 2.911.00 3.001.02 3.09

Elevation(feet)

Primary(cfs)

1.04 3.181.06 3.281.08 3.371.10 3.451.12 3.541.14 3.631.16 3.721.18 3.801.20 3.891.22 3.971.24 4.051.26 4.131.28 4.211.30 4.281.32 4.351.34 4.411.36 4.471.38 4.531.40 4.591.42 4.651.44 4.711.46 4.761.48 4.821.50 4.881.52 4.921.54 4.951.56 4.971.58 4.981.60 4.991.62 4.971.64 4.941.66 4.861.68 4.781.70 4.811.72 4.841.74 4.861.76 4.891.78 4.911.80 4.941.82 4.971.84 4.991.86 5.021.88 5.041.90 5.071.92 5.091.94 5.111.96 5.141.98 5.162.00 5.192.02 5.212.04 5.242.06 5.26

Elevation(feet)

Primary(cfs)

2.08 5.282.10 5.312.12 5.332.14 5.362.16 5.382.18 5.402.20 5.432.22 5.452.24 5.472.26 5.492.28 5.522.30 5.542.32 5.562.34 5.592.36 5.612.38 5.632.40 5.652.42 5.672.44 5.702.46 5.722.48 5.742.50 5.76



Pond 156P: Southeast Header Pipe

[81] Warning: Exceeded Pond 154P by 0.28' @ 12.02 hrs


Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 1.81' @ 11.97 hrsFlood Elev= 2.00'






Stage-Discharge for Pond 156P: Southeast Header Pipe

Elevation(feet)

Primary(cfs)

0.00 0.000.01 0.000.02 0.000.03 0.000.04 0.000.05 0.000.06 0.000.07 0.010.08 0.010.09 0.010.10 0.020.11 0.020.12 0.020.13 0.030.14 0.030.15 0.040.16 0.040.17 0.050.18 0.060.19 0.070.20 0.070.21 0.080.22 0.090.23 0.100.24 0.110.25 0.120.26 0.130.27 0.150.28 0.160.29 0.170.30 0.180.31 0.200.32 0.210.33 0.230.34 0.240.35 0.260.36 0.280.37 0.290.38 0.310.39 0.330.40 0.350.41 0.370.42 0.390.43 0.410.44 0.430.45 0.450.46 0.470.47 0.490.48 0.520.49 0.540.50 0.560.51 0.59

Elevation(feet)

Primary(cfs)

0.52 0.610.53 0.640.54 0.660.55 0.690.56 0.710.57 0.740.58 0.770.59 0.800.60 0.830.61 0.850.62 0.880.63 0.910.64 0.940.65 0.970.66 1.000.67 1.040.68 1.070.69 1.100.70 1.130.71 1.170.72 1.200.73 1.230.74 1.270.75 1.300.76 1.340.77 1.370.78 1.410.79 1.440.80 1.480.81 1.520.82 1.550.83 1.590.84 1.630.85 1.670.86 1.710.87 1.740.88 1.780.89 1.820.90 1.860.91 1.900.92 1.940.93 1.980.94 2.030.95 2.070.96 2.110.97 2.150.98 2.190.99 2.231.00 2.281.01 2.321.02 2.361.03 2.41

Elevation(feet)

Primary(cfs)

1.04 2.451.05 2.491.06 2.541.07 2.581.08 2.631.09 2.671.10 2.721.11 2.761.12 2.811.13 2.851.14 2.901.15 2.941.16 2.991.17 3.041.18 3.081.19 3.131.20 3.181.21 3.221.22 3.271.23 3.321.24 3.361.25 3.411.26 3.461.27 3.511.28 3.551.29 3.601.30 3.651.31 3.701.32 3.741.33 3.791.34 3.841.35 3.891.36 3.931.37 3.981.38 4.031.39 4.081.40 4.131.41 4.171.42 4.221.43 4.271.44 4.321.45 4.361.46 4.411.47 4.461.48 4.511.49 4.551.50 4.601.51 4.651.52 4.701.53 4.741.54 4.791.55 4.83

Elevation(feet)

Primary(cfs)

1.56 4.881.57 4.931.58 4.971.59 5.021.60 5.061.61 5.111.62 5.151.63 5.201.64 5.241.65 5.291.66 5.331.67 5.371.68 5.411.69 5.461.70 5.501.71 5.541.72 5.581.73 5.621.74 5.661.75 5.701.76 5.741.77 5.781.78 5.811.79 5.851.80 5.891.81 5.921.82 5.961.83 5.991.84 6.021.85 6.061.86 6.091.87 6.121.88 6.141.89 6.171.90 6.201.91 6.221.92 6.241.93 6.261.94 6.281.95 6.301.96 6.311.97 6.321.98 6.321.99 6.322.00 6.27


Flowrate from Manning Equation (cfs) 31.30Resulting Flow Depth (ft) 2.00Resulting Flow Velocity (ft/s) 3.91Resulting Flow Width at Top (ft) 8.00Resulting Flow Area (ft2) 8.00Resulting Wetted Perimeter (ft) 8.94Resulting Hydraulic Radius (ft) 0.89

Phase VII Final Cover Area Diversion Ditch



11/13/2011Attachment A-2 Capacities.xls


Flowrate from Manning Equation (cfs) 8.92Resulting Flow Depth (ft) 1.00Resulting Flow Velocity (ft/s) 3.57Resulting Flow Width at Top (ft) 5.00Resulting Flow Area (ft2) 2.50Resulting Wetted Perimeter (ft) 5.40Resulting Hydraulic Radius (ft) 0.46

Surface Water Diversion Berm with Temporary Final Cover Termination



11/17/2011Attachment A-2 Capacities.xls

Attachment 3

Culvert Design

2921111351 Culvert Design 2011.doc Page 1 of 5

Calculation Sheet

Imagine the result

Client: CWM Chemical Services, LLC Project Location: Model City, New York Project: RMU-1 Leachate Level Compliance Plan Project No.: B00023785 Subject: Culvert Design Prepared By: PTO Date: August 2011 Reviewed By: BMS Date: August 2011 Checked By: BMS U Date: August 2011 TASK: Demonstrate that the culvert configurations depicted on the drawing entitled Residuals Management Unit – One Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3 provides sufficient hydraulic capacity to convey the estimated peak discharge from the 25-year, 24-hour storm. REFERENCES: 1. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented

on Figure 1 entitled Residuals Management Unit – One Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, prepared by ARCADIS, dated August 2011.

2. HydroCAD Software Solutions LLC. HydroCAD. Vers. 8.5. Computer Software. 2006. (Output attached).

3. Engineer-in-Training Reference Manual, 8th Edition, Lindeburg, Michael R., P.E., pp. A-45, 1992. 4. Leachate Level Compliance Plan for Residuals Management Unit- One, Final Sequence Phase 2

prepared by ARCADIS, dated March 2009 (latest revised date March 2010).

5. Calculation Sheet entitled Interim Drainage Feature Design, ARCADIS, August 2011.

6. Calculation Sheet entitled Assessment of Permitted Drainage Features, ARCADIS, August 2011.

7. Appendix I of the Engineering Report for Residuals Management Unit 1 entitled Surface Water Drainage and Erosion Calculations.

ASSUMPTIONS: 1. Reference 1 includes three culverts identified as CV-1, CV-2, and CV-3. Culvert CV-1 is an

existing culvert that conveys non-contact runoff from the drainage area P9 channel (defined in Reference 7) at the toe of the Residuals Management Unit 1 (RMU-1) perimeter berm beneath the RMU-1 access ramp. Culvert CV-2 is a proposed culvert that will convey non-contact runoff from the interim drainage ditch (shown in Reference 1) to the perimeter channel along the southern edge of RMU-1. Culvert CV-3 is a proposed culvert that will convey contact runoff from the area to the north of the RMU-1 access road and above the middle surface-water diversion berm into Detention Basin K.


Calculation Sheet

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2. In addition to the three culverts identified in Reference 1 and discussed in Assumption 1, an August 2011 field survey by Ensol, Inc. (Ensol) indicated the presence of two additional culverts within the P9 perimeter channel upstream from CV-1. These culverts, referred to herein as P9 Culvert 1 and P9 Culvert 2, were installed to convey flow around existing groundwater monitoring wells or other structures at the perimeter of the landfill. These culverts are considered in this evaluation to evaluate their effect on the flow depth within the ditch. The stormwater storage volume within the P9 channel is considered in this evaluation because of the likelihood of ponding to occur at the culvert inlets and because the relatively flat ditch slope allows for significant storage upstream of each culvert. Reference 2 is used to evaluate this system of three culverts in series and accounts for tailwater effects on upstream culverts due to the downstream culverts. The ditch segment upstream of each culvert is modeled as a detention basin with the culvert acting as the detention basin outlet structure.

3. The contributing drainage areas to the culverts evaluated herein are as follows: P9 Culvert 1: • Drainage area A5 Modified (Reference 6) • Drainage area A16 (Reference 6) • Drainage area managed by the southwest downchute (Reference 5) • A portion of drainage area P9 (up to the inlet to P9 Culvert 1)

P9 Culvert 2: • Cumulative drainage areas to P9 Culvert 1 • Additional portion of drainage area P9 (between P9 Culvert 1 and P9 Culvert 2)

Culvert CV-1: • Cumulative drainage areas to P9 Culvert 2 • Additional portion of drainage area P9 (between P9 Culvert 2 and Culvert CV-1)

Culvert CV-2: • Drainage area managed by Segment 2 of the interim drainage ditch (Reference 5)

Culvert CV-3: • A portion of the Detention Basin K drainage area

4. Because the three culverts in the P9 channel are already in existence and cannot easily be

modified to convey additional flow, the analysis is based on determining the minimum required ditch bank elevations to allow the existing culvert configurations to remain in service. The Ensol survey is used to identify the lowest ditch bank elevation around the perimeter of each ditch segment. This value represents the elevation at which stormwater would first begin to flow out of that ditch segment. The adequacy of a given ditch segment is determined by comparing the predicted peak water surface elevation in the ditch segment upstream of the culvert to the lowest ditch bank elevation.

5. Culvert CV-2 is deemed adequate if it can convey the 25-year, 24-hour estimated peak discharge

without causing a headwater condition that exceeds the interim drainage ditch depth at the pipe inlet. Based on Reference 5, the interim drainage ditch has a depth of 18 inches at the pipe inlet. Therefore, the maximum allowable headwater is assumed to equal 18 inches.


Calculation Sheet

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6. Culvert CV-3 is deemed acceptable if it can convey the 25-year, 24-hour estimated peak discharge without causing a headwater condition that exceeds the pipe diameter (i.e. 12 inches).

7. Existing Culvert CV-1, and the two upstream culverts identified in Assumption 2, consist of two 18-inch-diameter corrugated smooth-bore high-density polyethylene (HDPE) pipes (in parallel) having a Manning “n” of 0.012 based on Reference 2. The pipe slope of Culvert CV-1 is assumed to be equal to the design slope (0.25 percent). The pipe slopes of P9 Culvert 1 and P9 Culvert 2 are based on surveyed pipe elevations from the Ensol survey. Culvert CV-2 consists of a single 18-inch-diameter corrugated metal pipe (CMP) having a Manning “n” of 0.025 and a slope of 1.0 percent based on References 2 and 1, respectively. Culvert CV-3 consists of a single 12-inch-diameter CMP having a Manning “n” of 0.025 and a slope of 1.0 percent based on References 2 and 1, respectively. Other pipe materials, such as corrugated or smooth interior HDPE, may be substituted for culverts CV-2 and CV-3 assuming the overall capacity of the culvert is not adversely affected.

8. The flow capacity of the culverts is modeled using Reference 2, which accounts for both pipe

friction losses and energy losses at the culvert entrances and exits. CALCULATIONS: 1. Estimated Peak Discharges to Culverts Table 1 below shows the total watershed acreages and estimated peak discharges to the culvert inlets during the 25-year, 24-hour storm. For the culverts in the P9 channel, the peak discharges reflect the hydrologic routing process through the ditch reaches upstream of the respective culvert, as explained in Assumption 2. Thus, although the total drainage increases as one proceeds downstream in the P9 channel, the successive hydrologic routing through each culvert results in a continual decrease in peak discharge to the next downstream culvert.

Table 1

Estimated Peak Discharges

Culvert ID Total Watershed Area (acres)

CN (Weighted average)

25-Year, 24-Hour Estimated Peak Discharge (cfs)

P9 Culvert 1 (Existing) 4.55 91 23.10

P9 Culvert 2 (Existing) 4.75 90 19.42

CV-1 (Existing) 5.04 90 16.36

CV-2 (Proposed) 0.80 96 4.45

CV-3 (Proposed) 0.29 90 1.44

Supporting output from Reference 2 for the determination of individual drainage area peak discharges and cumulative peak discharges to the various culverts are included as attachments to this calculation.


Calculation Sheet

Imagine the result

2. Culvert Capacity and Resulting Headwater Depth Table 2 below summarizes the estimated peak discharge to the culverts, the resultant headwater depths (or elevations), as well as the culvert configurations (i.e., number and diameter of pipes, pipe construction, and pipe slope).

Table 2 Culvert Configurations and Resulting Headwater

Note: 1. The peak flow through P9 Culvert 1, P9 Culvert 2, and Culvert CV-1 accounts for the storage effects upstream of the culvert as

discussed in Assumption 2. Such storage effects for Culverts CV-2 and CV-3 are not considered because of the reduced storage potential upstream of these culverts. Hence for Culverts CV-2 and CV-3, the peak discharges through the culverts is the same as the peak discharges to the culverts.

Note that for the three culverts in the P9 channel, the predicted and maximum allowable headwater values are presented in terms of elevation rather than depth. This was done to allow a direct comparison of predicted conditions to surveyed ditch perimeter elevations. A comparison of these two terms for each of the three culverts in the P9 channel shows that the ditch segment upstream of Culvert CV-1 is sufficient to manage the peak discharge because the predicted headwater elevation is approximately equal to the lowest surveyed ditch bank elevation. In contrast, it can be seen that the ditch segments upstream of the P9 Culvert 1 and P9 Culvert 2 need to be modified to contain the predicted flows. Specifically, the ditch banks in these areas need to be increased in elevation to at least equal the predicted headwater elevation. Because the stormwater will pond at each culvert inlet in an essentially level pool, it is not necessary to increase the ditch bank elevations by a constant amount continuously along the ditch length. Because the predicted headwater depths for proposed culverts CV-2 and CV-3 are less than the maximum allowable headwater depths, the proposed culvert configurations are adequate. Supporting output from Reference 2 showing the culvert routing calculations and peak headwater depths/elevations is included as an attachment. SUMMARY: The hydraulic capacity of the proposed culverts CV-2 and CV-3 is adequate to manage the peak discharge from the 25-year, 24-hour storm. The ditch segment upstream of existing culvert CV-1 and downstream of P9 Culvert 2 is adequately deep to contain the predicted headwater during the 25-year, 24-hour storm. The ditch segments upstream of the other two existing culverts in the P9 channel need to

Culvert ID 25-Year, 24-Hour Estimated Peak Discharge (cfs)


Peak Flow Through

Culvert1 (cfs)

Resulting Headwater

Depth/El. (ft)

Maximum Allowable Headwater

Depth/El. (ft) P9 Culvert 1

(Existing) 23.10 Two 18-inch HDPE @ 0.75% 18.54 325.41 323.39

P9 Culvert 2 (Existing) 19.42 Two 18-inch HDPE

@ 1.0% 15.15 324.24 322.97

CV-1 (Existing) 16.36 Two 18-inch HDPE

@ 0.25% 14.69 323.33 323.30

CV-2 (Proposed) 4.45 One 18-inch CMP

@ 1.0% 4.45 1.37 1.50

CV-3 (Proposed) 1.44 One 12-inch CMP

@ 0.5% 1.44 0.87 1.00


Calculation Sheet

Imagine the result

be enhanced to provide a greater depth to contain the predicted flows. Specifically, the ditch banks must be increased to the following minimum elevations:

• Ditch segment upstream of P9 Culvert 1 (upstream most culvert): 325.41 feet • Ditch segment upstream of P9 Culvert 2 and downstream of P9 Culvert 1: 324.24 feet

Estimated Peak Discharges for Individual Drainage Areas



Summary for Subcatchment 155S: Subarea A5 Modified



Area (ac) CN Description* 1.810 94 Interim Cover* 0.330 98 Paved

0.370 89 Gravel roads, HSG C2.510 94 Weighted Average2.180 Pervious Area0.330 Impervious Area


0.3 50 0.3300 3.12 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.30"

1.4 402 4.90 Direct Entry, Ditch Flow0.6 220 0.0100 6.44 11.38 Circular Channel (pipe),

Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.012 Corrugated PE, smooth interior

1.8 520 4.90 Direct Entry, Ditch Flow4.1 1,192 Total



Summary for Subcatchment 135S: Subarea A16




0.460 Pervious Area


6.0 Direct Entry, Permitted Tc



Summary for Subcatchment 156S: Downchute Area - Upper




0.740 Pervious Area





5.8 439 Total



Summary for Subcatchment 157S: Downchute Area - Lower




0.720 Pervious Area





6.3 500 Total



Summary for Subcatchment 165S: Drainage Area P-9 Culvert 1



Area (ac) CN Description0.120 86 <50% Grass cover, Poor, HSG C0.120 Pervious Area


6.0 Direct Entry,



Summary for Subcatchment 166S: Drainage Area P9 Culvert 2



Area (ac) CN Description0.200 86 <50% Grass cover, Poor, HSG C0.200 Pervious Area


6.0 Direct Entry,



Summary for Subcatchment 167S: Direct Flow to CV-1 from P9



Area (ac) CN Description0.160 86 <50% Grass cover, Poor, HSG C0.100 98 Paved parking & roofs0.030 89 Gravel roads, HSG C0.290 90 Weighted Average0.190 Pervious Area0.100 Impervious Area


6.0 Direct Entry,



Summary for Subcatchment 154S: Access Road Ditch (Segment 2)



Area (ac) CN Description0.500 940.300 98 Paved parking & roofs0.800 96 Weighted Average0.500 Pervious Area0.300 Impervious Area


6.0 Direct Entry,



Summary for Subcatchment 164S: CV-3 AREA




0.290 Pervious Area


6.0 Direct Entry,

Routing Calculations and Peak Headwater Depths



Summary for Pond 160P: P9 Culvert 1

Inflow Area = 4.550 ac, 7.25% Impervious, Inflow Depth = 2.98" for 25 yr Model City eventInflow = 23.10 cfs @ 11.95 hrs, Volume= 1.128 afOutflow = 18.54 cfs @ 11.98 hrs, Volume= 1.128 af, Atten= 20%, Lag= 1.6 minPrimary = 18.54 cfs @ 11.98 hrs, Volume= 1.128 af

Routing by Sim-Route method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 325.41' @ 12.01 hrs Surf.Area= 1,388 sf Storage= 2,634 cf

Plug-Flow detention time= 1.7 min calculated for 1.128 af (100% of inflow)Center-of-Mass det. time= 1.6 min ( 790.0 - 788.4 )

Volume Invert Avail.Storage Storage Description#1 321.80' 3,205 cf 2.00'W x 70.00'L x 4.00'H Prismatoid Z=2.0

Device Routing Invert Outlet Devices#1 Primary 321.80' 18.0" x 40.0' long Culvert X 2.00

CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 321.50' S= 0.0075 '/' Cc= 0.900 n= 0.012

Primary OutFlow Max=17.96 cfs @ 11.98 hrs HW=325.27' TW=323.84' (Dynamic Tailwater)1=Culvert (Inlet Controls 17.96 cfs @ 5.08 fps)



Summary for Pond 161P: P9 Culvert 2






CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 321.30' S= 0.0100 '/' Cc= 0.900 n= 0.012

Primary OutFlow Max=14.77 cfs @ 12.02 hrs HW=324.15' TW=323.18' (Dynamic Tailwater)1=Culvert (Inlet Controls 14.77 cfs @ 4.18 fps)



Summary for Pond 159P: Culvert CV-1






CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 319.94' S= 0.0025 '/' Cc= 0.900 n= 0.012




Summary for Pond 166P: CV-2



Routing by Sim-Route method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 1.37' @ 11.98 hrs

Device Routing Invert Outlet Devices#1 Primary 0.00' 18.0" x 200.0' long Culvert

CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= -2.00' S= 0.0100 '/' Cc= 0.900 n= 0.025 Corrugated metal




Summary for Pond 165P: CV-3



Routing by Sim-Route method, Time Span= 1.00-60.00 hrs, dt= 0.01 hrsPeak Elev= 0.87' @ 11.98 hrs

Device Routing Invert Outlet Devices#1 Primary 0.00' 12.0" x 140.0' long Culvert

CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= -1.40' S= 0.0100 '/' Cc= 0.900 n= 0.025 Corrugated metal


Attachment 4

Assessment of Permitted Drainage Features

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Project: RMU-1 Leachate Level Compliance Plan Project No.: B0023785.0000

Subject: Assessment of Permitted Drainage Features

Prepared By: PTO Date: August 2011

Reviewed By: BMS Date: August 2011

Checked By: BMS U Date: August 2011

TASK: Demonstrate that the permitted drainage features for subareas A5 and P9 can adequately convey the increased peak discharges resulting from temporary drainage area modifications associated with the new fill progression design. REFERENCES: 1. Appendix I of the Engineering Report for Residuals Management Unit 1 entitled “Surface Water

Drainage and Erosion Calculations.”

2. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented on Figure 1 entitled Residuals Management Unit-1, Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, ARCADIS, July 2011.

3. HydroCAD Software Solutions LLC. HydroCAD. Vers. 8.5. Computer Software. 2006. (Output

attached).

4. Leachate Level Compliance Plan for Residuals Management Unit- One, Final Sequence Phase 3,

ARCADIS, July 2011.

ASSUMPTIONS: 1. The surface cover type and watershed acreages resulting from the grading shown in Reference 2

differ from those evaluated in Reference 1. As a result, the permitted drainage features for A5 and P9 will experience different (higher) peak flowrates than are predicted in Reference 1. Thus to ensure adequate hydraulic capacity is available, these features are evaluated for the proposed conditions presented in Reference 2.

2. Based on Reference 1, runoff from A5 is conveyed first in a triangular ditch with sideslopes of 1H:1V

and 2H:1V. The channel has a longitudinal invert slope of 0.5 percent and a depth of 2.5 feet. A Manning “n” value of 0.015 is assumed for the short- term condition analyzed herein based on the assumed presence of a geomembrane along the channel interior. The channel is not assumed to be vegetated because only interim cover is constructed upgradient of the channel.

3. Based on Reference 1, runoff from A5, A16 and P9 is conveyed in a ditch at the base of the perimeter

berm that is trapezoidal in geometry having a base width of 2.0 feet, and sideslopes of 2H:1V. The channel has a longitudinal invert slope of 0.025 percent and a depth of 2.0 feet based on Reference

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1. A Manning “n” value of 0.038 is assumed based on vegetated conditions within the channel as documented in Reference 1.

4. Based on References 1 and 2, the A5 drainage area is larger than the permitted size. The modified

A5 drainage area consists of the currently permitted drainage area A5 as well as additional drainage area from currently permitted drainage area A6 whose surface cover includes the paved RMU-1 access road and a portion of the RMU-1 sideslope which is assumed to be interim cover. The time of concentration is calculated based on the modified condition. The watershed characteristics for the modified A5 drainage area are as follows:

• Watershed Area = 2.51 acres • CN=94 (weighted average)

o Interim cover, CN=94, 1.81 acres o Paved roads, CN=98, 0.33 acres o Gravel roads, CN=89, 0.37 acres

• Time of Concentration = 0.07 hours 5. The trapezoidal channel that passes through drainage area P9 receives flow from drainage areas A5

(modified), A16 and P9 as well as from two temporary downchute pipes at the southwest corner of RMU-1. The drainage areas to the temporary downchute pipes are presented and discussed in a separate calculation sheet contained in Reference 4. The contributing watersheds to the P9 trapezoidal channel have the following characteristics: • Modified A5 (see Assumption 4)

o Watershed Area = 2.51 acres o CN=94 o Time of Concentration = 0.21 hours (incl. travel time through P9)

• A16 (permitted condition, see Reference 1)

o Watershed Area = 0.46 acres o CN=86 o Time of Concentration = 0.24 hours (incl. travel time through P9)

• P9 (permitted size but modified curve number due to paved road, see Reference 1)

o Watershed Area = 1.05 acres o CN=89 (weighted average) o Paved roads, CN=98, 0.24 acres o Gravel roads, CN=89, 0.17 acres o Vegetated, CN=86, 0.64 acres o Time of Concentration = 0.15 hours

• Upper Downchute area (Reference 4) o Watershed Area = 0.74 acres o CN=86 o Time of Concentration = 0.24 hours (incl. travel time through P9)

• Lower Downchute area (Reference 4)

o Watershed Area = 0.72 acres o CN=86

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o Time of Concentration = 0.25 hours (incl. travel time through P9)

6. The channels passing through drainage areas A5 and P9 are deemed adequate if they can convey the peak discharges resulting from the 25-year, 24-hour design storm (Type II, 4-inches of rainfall) without exceeding the channel depth. Note that no freeboard is required based on Reference 1.

CALCULATIONS: 1. Stormwater Analysis for A5 Channel Table 1 below summarizes the hydrologic parameters for the tributary watershed to the A5 channel. These parameters as well as the resulting peak discharge are based on Assumption 4 above.

Table 1

Watershed ID

Watershed Area

(acres)

Weighted Runoff Curve

Number


(hr)

Estimated Peak Discharge into Channel (cfs)

Modified A5 2.51 94 0.07 14.38 Table 2 below shows the required flow depth for the proposed condition and the design channel depth from Reference 1.

Table 2 Estimated Peak Discharge into Channel (cfs)

Required Flow Depth

(ft)

Depth of Channel

(ft)

14.38 1.41 2.50 As shown in Table 2, the A5 channel can adequately manage the increased peak discharge resulting from the temporary drainage area modifications. 2. Stormwater Analysis for P9 Channel Table 3 below summarizes the hydrologic parameters for the tributary watersheds to the P9 channel. These parameters as well as the resulting peak discharge are based on Assumptions 3 and 5.

Table 3

Watershed ID

Watershed Area

(acres)

Weighted Runoff Curve

Number


(hr)

Estimated Peak Discharge into Channel (cfs)

Modified A5 2.51 94 0.21 10.92 A16 0.46 86 0.24 1.53 P9 1.05 89 0.15 4.55

Upper Downchute 0.74 86 0.24 2.48

Lower Downchute 0.72 86 0.25 2.37

Cumulative Flow: 21.41

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Note that the cumulative flow is not necessarily equal to the sum of the individual peak flows of the contributing drainage areas and is instead a graphical summation of the runoff hydrographs. Table 4 below shows the required flow depth for the proposed condition and the design channel depth from Reference 1.

Table 4 Estimated Peak Discharge into Channel (cfs)

Required Flow Depth (ft)

Depth of Channel (ft)

21.41 1.87 2.00 As shown in Table 4, the P9 channel can adequately manage the increased peak discharge resulting from the temporary drainage area modifications. SUMMARY: Based on the assumptions and calculations presented above, the A5 and P9 channels have adequate capacity to convey the increased peak discharges resulting from the temporary drainage area modifications necessary for the new fill progression design.

Attachment 1

A5 Channel Analysis



Summary for Subcatchment 136S: Subarea A5 Modified









1.8 520 4.90 Direct Entry, Ditch Flow4.1 1,192 Total

Project: CWM Model City Project No.: 23785.0000Subject: RMU-1 LLCP

Prepared by: PTODate: 7/15/11

Flow Capacity (cfs) 14.38Base Width (ft) 0.00Left Side Slope (x:1) 1.00Right Side Slope (x:1) 2.00Bed Slope 0.005Manning "n" 0.015

Flowrate from Manning Equation (cfs) 14.56Required Flow Depth (ft) 1.41Resulting Flow Velocity (ft/s) 4.88Resulting Flow Width at Top (ft) 4.23Resulting Flow Area (ft2) 2.98Resulting Wetted Perimeter (ft) 5.15Resulting Hydraulic Radius (ft) 0.58



Drainage Channel A5Worksheet for Triangular Channel

A5X:\TMPROJ\050\05011\PERIMETER CHANNEL PERMIT MOD WORKSHEETS.XLS

Attachment 2

P9 Channel Analysis



Summary for Subcatchment 155S: Subarea A5 Modified (through P9)









1.8 520 4.90 Direct Entry, Ditch Flow8.5 Direct Entry, Travel Time Through P9

12.6 1,192 Total



Summary for Subcatchment 135S: Subarea A16




0.460 Pervious Area


6.0 Direct Entry, Permitted Tc8.5 Direct Entry, Travel time through P9

14.5 0 Total



Summary for Subcatchment 137S: Subarea P9



Area (ac) CN Description0.640 86

* 0.170 98 Paved0.240 89 Gravel roads, HSG C1.050 89 Weighted Average0.880 Pervious Area0.170 Impervious Area


9.2 Direct Entry, Permitted Tc



Summary for Subcatchment 156S: Downchute Area - Upper (through P9)




0.740 Pervious Area





8.5 Direct Entry, Travel time through P914.3 439 Total



Summary for Subcatchment 157S: Downchute Area - Lower (through P9)




0.720 Pervious Area





8.5 Direct Entry, Travel time through P914.8 500 Total



Summary for Link 153L: P9 Channel

Inflow Area = 5.480 ac, 9.12% Impervious, Inflow Depth = 2.96" for 25 yr Model City eventInflow = 21.41 cfs @ 12.03 hrs, Volume= 1.350 afPrimary = 21.41 cfs @ 12.03 hrs, Volume= 1.350 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 1.00-60.00 hrs, dt= 0.01 hrs

Project: CWM Model City Project No.: 23785.0000Subject: RMU-1 LLCP

Prepared by: PTODate: 7/15/11

Flow Capacity (cfs) 21.41Base Width (ft) 2.00Left Side Slope (x:1) 2.00Right Side Slope (x:1) 2.00Bed Slope 0.0025Manning "n" 0.038

Flowrate from Manning Equation (cfs) 21.42Required Flow Depth (ft) 1.87Resulting Flow Velocity (ft/s) 2.00Resulting Flow Width at Top (ft) 9.46Resulting Flow Area (ft2) 10.69Resulting Wetted Perimeter (ft) 10.34Resulting Hydraulic Radius (ft) 1.03

Drainage Channel P9Worksheet for Trapezoidal Channel



G:\TMProj\237\23785\Calcs\Appendix A\A-4 Assessment of permitted drainage features\Perimeter Channel Worksheets.xls

Attachment 5

Future Contact Water

Management Features

2141111807 .doc Page 1 of 4

Calculation Sheet

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Project: RMU-1 Leachate Level Compliance Plan (LLCP) Project No.: B0023785.0000

Subject: Future Contact Water Management Features

Prepared By: PTO Date: November 2011

Reviewed By: BMS Date: November 2011

Checked By: BMS U Date: November 2011

TASK:

Demonstrate that the future contact water management features envisioned for the post Phase X final cover condition are capable of managing the estimated peak discharges from the 25-year, 24-hour storm.

REFERENCES:

1. Proposed phasing plan presented on Figure 2 entitled Residuals Management Unit One – Final Cover Phasing Plan, ARCADIS, August 2011 (revised November 2011).

2. HydroCAD Version 8.5, hydrologic evaluation software, HydroCAD Software Solutions, LLC, 2006.

3. Engineer-in-Training Reference Manual, 8th

Edition, Lindeburg, Michael R., P.E., pp. A-45, 1992.

4. Leachate Level Compliance Plan for Residuals Management Unit- One, Final Sequence Phase 2, ARCADIS, March 2009 (latest revised date March 2010).

ASSUMPTIONS:

1. Several contact water management features are planned to manage runoff following installation of Phase X final cover. These temporary management features include the following:

• The Phase XI Final Cover Area Drainage Ditch.

• The Lower Phase XII Surface Water Diversion Berm (SWDB) Depression.

• The Middle Phase XII SWDB Depression.

• The Upper Phase XII SWDB Depression.

2. The Phase XI Final Cover Area Drainage Ditch consists of a ditch excavated into the final waste within the future Phase XI final cover area footprint. The Phase XI Final Cover Area Drainage Ditch will allow contact stormwater runoff to gravity drain to the east side of the landfill. The drainage ditchhas a triangular cross section, 2H:1V sideslopes, a 0.5 percent bed slope, and a minimum depth of 1.5 feet. A Manning “n” of 0.025 is assumed based on the ditch surface consisting of bare soil. The Phase XI Final Cover Area Drainage Ditch is deemed acceptable if the hydraulic capacity is equal to or greater than the peak discharge from the 25-year, 24-hour design storm.

3. It is envisioned that the detention Basins J and K will be replaced with depressions along the

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alignment of the SWDBs on the eastern face of the landfill. The depths and widths of the depressions will be minimized so that their presence does not prevent achievement of final waste grade in upgradient areas. These depressions will serve as collection points for contact stormwater runoff and will be equipped with pumps and float switches to allow automatic operation once the liquid depth exceeds 1 foot.

4. The liquid elevation in the SWDB depressions is assumed to be 1 foot above the depression low point at the beginning of the design storm. This lower 1 foot of storage is assumed to be provided by small sumps in which the pumps will sit. The Phase XII SWDB depressions are deemed acceptable if the peak discharges resulting from the 25-year, 24-hour design storm can be managed while maintaining a minimum 1 foot of freeboard with respect to the lowest containment elevation.

5. The Lower Phase XII SWDB Depression will manage contact stormwater runoff from the lowermost SWDB in the uncapped portion of the landfill. The Lower Phase XII SWDB Depression is trapezoidal in geometry with a base width of 3.0 feet, 2H:1V sideslopes, a flat (0.0 percent) bed slope, a minimum depth of 4 feet (excluding sump depth), and a length of approximately 360 feet. Stormwater outflow from the Lower SWDB Depression occurs via pumping by means of a Goulds Model 3885 WE15H (or equivalent pump). The pump is operated by a level control and is assumed to turn on once the liquid elevation in the depression is greater than or equal 1 foot above the depression low point. The pumpis assumed to discharge stormwater at a rate of 67 gallons per minute (gpm) to the Middle Phase XII SWDB Depression based on hydraulic modeling from Reference 4.

6. The Middle Phase XII SWDB Depression will manage contact stormwater runoff from the middle SWDB in the uncapped portion of the landfill, as well as stormwater pumped from the Upper and Lower Phase XII SWDB Depressions. The Middle Phase XII SWDB Depression is trapezoidal in geometry with a base width of 3.0 feet, 2H:1V sideslopes, a flat (0.0 percent) bed slope, a minimum depth of 4 feet (excluding sump depth), and a length of approximately 360 feet. Stormwater outflow from the Middle Phase XII SWDB Depression occurs via pumping to tank T-165. The pump is operated by a level control and is assumed to turn on once the liquid elevation in the depression is greater than or equal 1 foot above depression low point. The pump is assumed to discharge stormwater at a rate of 1,032 gpm based on hydraulic modeling from Reference 4.

7. The Upper Phase XII SWDB Depression will manage stormwater runoff from the upper SWDB in the uncapped portion of the landfill. The Upper Phase XII SWDB Depression is trapezoidal in geometrywith a base width of 12.0 feet, 2H:1V sideslopes, a flat (0.0 percent) bed slope, a minimum depth of 4feet (excluding sump depth), and a length of approximately 360 feet. Stormwater outflow from the Upper Phase XII SWDB Depression occurs via pumping by means of a Goulds Model 3885 WE15H (or equivalent pump). The pump is operated by a level control and is assumed to turn on once the liquid elevation in the depression is greater than or equal 1 foot above the depression low point. The pump is assumed to discharge stormwater at a rate of 67 gpm to the Middle Phase XII SWDB Depression based on hydraulic modeling from Reference 4.

8. The 25-year, 24-hour estimated peak discharges for future contact water management features are calculated using Reference 2. The watershed for the Phase XI Final Cover Area Drainage Ditch is delineated from Reference 1. The watersheds for the Phase XII SWDB Depressions are delineated based on the anticipated worst-case future watershed conditions. It is noted that the sum of uncapped watershed areas herein is larger than the total uncapped area remaining after Phase X cappingbecause the worst-case watersheds overlap and do not occur at the same point in time. The watershed assumed characteristics for each drainage area are as follows:

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• Phase XI Final Cover Area Drainage Ditch o Watershed area= 1.18 acreso CN=90 (uncapped waste)o Time of Concentration = 0.1 hours

• Lower Phase XII SWDB Depressiono Watershed area= 1.27 acreso CN=90 (uncapped waste)o Time of Concentration = 0.1 hours

• Middle Phase XII SWDB Depression o Watershed area= 2.91 acreso CN=90 (uncapped waste)o Time of Concentration = 0.1 hours

• Upper Phase XII SWDB Depression o Watershed area= 2.66 acreso CN= 90 (uncapped waste)o Time of Concentration = 0.1 hours

CALCULATIONS:

1. Estimated Peak Discharges

Table 1 below summarizes the watershed acreages and estimated peak discharges from these watersheds to the various future contact water management features during the 25-year, 24-hour storm based on Reference 2. Note that the peak discharges do not include pump related inflows from other features.

Table 1

Interim Drainage FeatureWatershed

Area (acres)CN

Time of Concentration (hours)

Estimated Peak Discharge (cfs)

Phase VII Final Cover Area Drainage Ditch

1.18 90 0.1 5.84

Lower Phase XII SWDB Depression 1.27 90 0.1 6.28

Middle Phase XII SWDB Depression 2.91 90 0.1 14.40

Upper Phase XII SWDB Depression 2.66 90 0.1 13.16

Supporting output from Reference 2 for the determination of estimated peak discharges is included as an attachment to this calculation.

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2. Hydraulic Capacity of the Phase XI Final Cover Area Drainage Ditch

Table 2 below summarizes the estimated peak discharges to the Phase XI Final Cover Area DrainageDitch and the hydraulic capacity of the Phase XI Final Cover Area Drainage Ditch.

Table 2

Future Contact Water Management Feature

25-Year, 24-Hour Estimated Peak Discharge (cfs)


Phase XI Final Cover Area Drainage Ditch 5.84 14.53

Notes:

1. Capacity obtained from the Manning equation based on the parameters from Assumption 2.

As indicated in Table 2, the hydraulic capacity of Phase XI Final Cover Area Drainage Ditch exceeds the peak discharge from the 25-year, 24-hour storm. Hydraulic capacity calculations for the Phase XI Final Cover Area Drainage Ditch are included as an attachment.

3. Phase XII SWDB Depression Routing and Peak Liquid Elevations

Table 3 below summarizes the estimated peak discharges to the Phase XII SWDB depressions andresultant peak elevation in each.

Table 3

Phase XII SWDB Depression

Peak Inflow(cfs)

Peak Outflow

(cfs)

Peak Liquid El. (ft)

Minimum Depression Depth (ft)

Freeboard (ft)

Lower 6.28 0.15 2.55 4.00 1.45

Middle 14.701

2.30 2.96 4.00 1.04

Upper 13.16 0.15 2.99 4.00 1.01

Notes:1. Inflow includes of combination of direct inflow from the Middle Phase XII SWDB Depression watershed (14.40 cfs) and inflow

from Pumps 1 and 2 (0.30 cfs combined).

As indicated in Table 3, the capacity of the SWDB depressions is adequate to manage the peak discharge from the 25-year, 24-hour storm while maintaining a minimum freeboard of 1 foot. Output from Reference 2 is included as an attachment.

SUMMARY:

Based on the assumptions and calculations above, the hydraulic capacities of the future contact water management features are sufficient to manage the estimated peak discharges from the 25-year, 24-hour storm. It is noted that these calculations are preliminary in nature and should be verified prior to construction of the features to verify their ability to manage runoff from the actual watersheds.

Attachment 1

HydroCAD Output

Type II 24-hr Rainfall=4.00"A-5 calcsPrepared by {enter your company name here}


Subcatchment 160S: Lower Stormwater Diversion Depression


Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-60.00 hrs, dt= 0.01 hrsType II 24-hr Rainfall=4.00"


1.270 90

1.270 Pervious Area


6.0 Direct Entry,



Subcatchment 159S: Middle Stormwater Diversion Depression




2.910 90

2.910 Pervious Area


6.0 Direct Entry,



Subcatchment 158S: Upper Stormwater Diversion Depression




2.660 90

2.660 Pervious Area


6.0 Direct Entry,



Pond 166P: Lower Diversion Berm

Inflow Area = 1.270 ac, Inflow Depth = 2.92"Inflow = 6.28 cfs @ 11.97 hrs, Volume= 0.309 afOutflow = 0.15 cfs @ 10.57 hrs, Volume= 0.309 af, Atten= 98%, Lag= 0.0 minPrimary = 0.15 cfs @ 10.57 hrs, Volume= 0.309 af


Plug-Flow detention time= 484.3 min calculated for 0.309 af (100% of inflow)Center-of-Mass det. time= 484.3 min ( 1,279.7 - 795.4 )


#1 0.00' 0.374 af 3.00'W x 360.00'L x 4.00'H Prismatoid Z=2.0


#1 Primary 0.00' Special & User-Defined Elev. (feet) 0.00 0.01 10.00 Disch. (cfs) 0.000 0.149 0.149




Pond 164P: Middle Diversion Berm

[85] Warning: Oscillations may require Finer Routing>1[78] Warning: Submerged Pond 162P Primary device # 1 by 2.96'[81] Warning: Exceeded Pond 162P by 0.68' @ 12.08 hrs[78] Warning: Submerged Pond 166P Primary device # 1 by 2.96'[81] Warning: Exceeded Pond 166P by 0.74' @ 12.10 hrs

Inflow Area = 6.840 ac, Inflow Depth > 2.92"Inflow = 14.70 cfs @ 11.97 hrs, Volume= 1.663 afOutflow = 2.30 cfs @ 11.64 hrs, Volume= 1.663 af, Atten= 84%, Lag= 0.0 minPrimary = 2.30 cfs @ 11.64 hrs, Volume= 1.663 af


Plug-Flow detention time= (not calculated: outflow precedes inflow)Center-of-Mass det. time= 12.0 min ( 1,375.3 - 1,363.3 )








Pond 162P: Upper Diversion Berm

Inflow Area = 2.660 ac, Inflow Depth = 2.92"Inflow = 13.16 cfs @ 11.97 hrs, Volume= 0.647 afOutflow = 0.15 cfs @ 9.21 hrs, Volume= 0.646 af, Atten= 99%, Lag= 0.0 minPrimary = 0.15 cfs @ 9.21 hrs, Volume= 0.646 af


Plug-Flow detention time= 1,231.0 min calculated for 0.646 af (100% of inflow)Center-of-Mass det. time= 1,230.0 min ( 2,025.4 - 795.4 )






Attachment 2

Phase XI Final Cover Area

Diversion Ditch Calculations



Subcatchment 161S: Phase XI temporary diversion ditch




1.180 90

1.180 Pervious Area


6.0 Direct Entry,

Project: CWM LLCP A-5

Project No.: B0023785.0000

Subject: Phase XI Final Cover Drainage Ditch

By: PTO Date: November 2011

Flow Capacity (cfs) 5.84

Base Width (ft) 0.00

Left Side Slope (x:1) 2.00

Right Side Slope (x:1) 2.00

Bed Slope 0.005

Manning "n" 0.025

Flowrate from Manning Equation (cfs) 14.53

Required Flow Depth (ft) 1.50

Resulting Flow Velocity (ft/s) 3.23

Resulting Flow Width at Top (ft) 6.00

Resulting Flow Area (ft2) 4.50

Resulting Wetted Perimeter (ft) 6.71

Resulting Hydraulic Radius (ft) 0.67

Resulting Shear Stress on Bed (psf) 0.47

Resulting Shear Stress on Sideslopes (psf) 0.35

Channel Dimensions

Channel Depth (ft) 2.00

Resulting Freeboard (ft) 0.50



Manning's Equation Channel Analysis

11/18/2011

G:\TMProj\237\23785\Calcs\Appendix A\A-5 Future Contact Water Management Features\Channel Capacity.xls

Appendix B

RMU-1 Leachate Removal,

Storage, and Transfer System

Calculations

Attachment 1

RMU-1 Lift Station to Leachate

Tank Farm

2901111351 rmu-1 leachate forcemain modification letter.doc

Imagine the result

Mr. Jonathan Rizzo Permitting Manager CWM Chemical Services, LLC 1550 Balmer Road Model City, New York 14107

Subject:

Revision to Appendix B-1 of the March 2010 Leachate Level Compliance Plan to Reflect Elimination of Tank T-157 from the RMU-1 Leachate Forcemain System Model City, New York Dear Jonathan:

As requested, ARCADIS has revised the existing hydraulic model of the Residuals Management Unit-1 (RMU-1) forcemain from the RMU-1 lift station to tank T-157 located in the former oil/water separator building. This model comprises Appendices B-1 and B-2 of the current Leachate Level Compliance Plan (LLCP; ARCADIS, March 2010) and has been used to demonstrate the adequacy of the RMU-1 lift station to manage storm-related flows from the RMU-1 cells and basins in accordance with permit conditions. Flow from tank T-157 to the leachate tank farm (LTF) has typically not been modeled in previously prepared LLCPs because CWM Chemical Services, LLC (CWM) measured the actual flow rate as part of a flow demonstration for the New York State Department of Environmental Conservation. Documentation for this flow demonstration is contained in Appendix B-3 of the March 2010 LLCP.

ARCADIS understands that tank T-157 was recently taken out of service because of a leak and, with the leachate flows from RMU-1 diminishing due to ongoing final cover construction, CWM has elected to reroute the RMU-1 forcemain around tank T-157 and its associated pumps. At this time, CWM is evaluating whether to make this reroute permanent or to repair the tank and reestablish the original system. With the recently completed modification, the RMU-1 lift station now delivers flow directly to the tanks in the LTF, rather than to tank T-157 as in the past. Removing the pumps at tank T-157 increases the head demand on the RMU-1 lift station, which results in a diminished flow rate capacity from the RMU-1 lift station. The objective of the model revision was to estimate the flow rate from the RMU-1 lift station following the forcemain rerouting, and compare that flow rate with the worst-case inflows to the lift station.

The existing model from the March 2010 LLCP was revised to include the additional existing steel piping from tank T-157 to the northernmost LTF tank (T-103), as well as the new polyvinyl chloride (PVC) pipe installed to reroute the forcemain around tank T-157. Tank T-103 was selected because it is the most distant from the RMU-1

ARCADIS

6723 Towpath Road

P.O. Box 66

Syracuse

New York 13214-0066

Tel 315.446.9120

Fax 315.449.0017

www.arcadis-us.com

Environment

Date:

September 9, 2011

Contact:

Brian M. Stone, P.E.

Phone:

315.671.9445

Email:

[email protected] Our ref:

B0023729.2011 .

2901111351 RMU-1 Leachate Forcemain Modification Letter.doc

Mr. Jonathan Rizzo September 9, 2011

Page:

2/3

lift station (as measured in terms of pipe length), and thus, represents the pumping scenario with the greatest headloss. The following is a summary of additional components that were added to the existing hydraulic model based on an accounting of pipe and fittings by CWM:

• 20 feet of 6-inch-diameter schedule 40 PVC pipe (newly installed).

• Two 90-degree 6-inch-diameter schedule 40 PVC elbows (newly installed).

• 190 feet of 8-inch-diameter schedule 40 steel pipe (previously existing from tank T-157 to tank T-103 in the LTF).

• Five 90-degree 8-inch-diameter schedule 40 steel elbows (previously existing).

• Three 8-inch-diameter schedule 40 steel tees with 6-inch-diameter branches (previously existing). The tees are located at each LTF tank and allow vertical riser pipe sections leading to the tops of the tanks to connect to the 8-inch-diameter horizontal pipeline from tank T-157. The flow was modeled as passing straight through two of the tees (at tanks T-101 and T-102) and diverging into the 6-inch-diameter branch on the last tee to flow into tank T-103.

• 30 feet of 6-inch-diameter schedule 40 steel pipe (previously existing) that makes up the vertical riser to the top of tank T-103.

• One full port 6-inch-diameter ball valve (previously existing) that controls flow into vertical riser pipe leading to tank T-103. The valve is modeled in the fully open position.

• Two 90-degree 6-inch-diameter schedule 40 steel elbows (previously existing) in the vertical riser pipe leading to tank T-103.

With the inclusion of the above-listed components in the RMU-1 lift station model, a flow rate of approximately 382 gallons per minute (gpm) out of the lift station is predicted. The March 2010 LLCP demonstrated that the RMU-1 lift station capacity was at least 513 gpm (the pump was artificially throttled in the model to yield a flow rate that exactly matched the worst-case inflow). The majority of the decrease is attributable to the additional head required to deliver the flow to the top of tank T-103. Output from our WaterCAD modeling software showing the system elements from the RMU-1 lift station to tank T-103 are included in Attachment 1.

2901111351 RMU-1 Leachate Forcemain Modification Letter.doc

Mr. Jonathan Rizzo September 9, 2011

Page:

3/3

Although the post-modification flow rate capacity from the RMU-1 lift station has been reduced, the predicted flow rate is deemed sufficient to manage the storm-related flows from RMU-1. Phase VII final cover construction is well underway at this time and eliminates all of the perimeter infiltration channels along the western edge of RMU-1 and along a significant portion of the eastern edge of RMU-1. This will allow the primary pump in Cell 9/10 to be replaced from the current ABS JUMBO 30HH (producing approximately 152 gpm per the March 2010 LLCP) to a Goulds WE05HH (estimated to produce approximately 60 gpm based on past LLCP modeling). Leachate that accumulates in Cells 11/13 and 12/14 will continue to be managed by the current ABS JUMBO 30HH (each producing approximately 135 gpm per the March 2010 LLCP). The perimeter infiltration channels in all other cells of RMU-1 are eliminated with the construction of Phase VII and previous phases of final cover. As a result, these cells do not respond to storm events and their leachate generation rates are ignored in accordance with historical LLCP assumptions. The worst-case inflow to the RMU-1 lift station would occur when all three active cells (9/10, 11/13, and 12/14) are pumping simultaneously. The combined inflow to the RMU-1 lift station under this scenario is estimated to be approximately 330 gpm, which is less than the predicted post-modification lift station flow rate capacity of 382 gpm.

The next fill progression design and LLCP currently being prepared by ARCADIS reflects the installation of interim cover around the remaining uncapped perimeter of the landfill, which will eliminate all infiltration channels. As this interim cover construction progresses, the primary pumps in Cells 9/10, 11/13, and 12/14 will be downsized, which will further diminish the inflow to the RMU-1 lift station.

As always, if you have any questions please feel free to contact me at 315.671.9445.

Sincerely,

ARCADIS Brian M. Stone, P.E. Senior Engineer

Copies:

Mr. Joseph Molina III, P.E., ARCADIS

Mr. Philip Batten, ARCADIS Mr. Todd Farmen, ARCADIS

Attachment 1

WaterCAD Output

Scenario: Base

Title: CWM: RMU-1 Leachate System Evaluationg:\...\secondary system analysis 09-02-11.wcd09/09/11 02:36:01 PM

Blasland Bouck & Lee© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666

Project Engineer: ARCADISWaterCAD v5.0 [5.0037]

Page 1 of 1

6" STEEL (30 ft)

8" STEEL (190 ft)

NEW 6" PVC (20 ft)

P-82

P-89

P-90

P-87

P-76

Flex-13

3" HDPE (13)

P-73

Steel Pipe in OWS

6/10" Forcemain (1,181 ft.)

6" HDPE (31 ft.)

6" HDPE

P-67

P-68

Flex-14

3" HDPE (14)

P-65

P-64

P-63Flex-10

3" HDPE-10

P-60

P-59

P-56

P-55P-54

P-53P-52P-50

Flex-6

3" HDPE-6

Flex-4

2" HDPE-4

Flex-2

2" HDPE-2

Flex-7

3" HDPE-7

Flex-5

2" HDPE-5

Flex-3

2" HDPE-3

Flex-1

2" HDPE-1

P-35P-33

P-31

P-29

P-27

P-25

P-22

P-21

320

P-19

IN OWS BUILDING

THROUGH RMU-1 LIFT STATION TO TANK 157

RMU-1 LANDFILL CELL PRIMARY SUMP PUMPS

HYDRAULIC MODEL SCHEMATIC

16.00<=11.00<=9.00<=6.00<=2.50<=

Link: Velocity ( ft/s)Color Coding Legend L-56

Vault-6

J-38

J-41

MH-1

J-51

J-34

Cell 2

Cell 3

Cell 12/14 Pump-13

Cell 9/10

J-52

PUMP-2

J-36

J-2

Basin H

MH-3

Pump-6

Cell 11/13

Vault-14

J-30 J-33

Pump-12

R-14

GSP300 HV

Cell 7

Vault 13

Cell 6

J-35

L-55

Goulds 3885 WE15H (Pump 2)

J-31

J-7

Cell 5

L-57

PUMP-4

Lift Station

Goulds 3885WE05H (Pump 1)

J-29

Cell 4

Vault-10

PUMP-3

J-53

J-50

Cell 1

Pump-7

Vault-7

J-43

PUMP-5

J-32

Pump-10

J-1

L-58

PUMP-1

Basin I

Vault-5

Analysis ResultsScenario: Base

Steady State Analysis




Page 1

Note:The input data may have been modified since the last calculation was performed.The calculated results may be outdated.

Title:Project Engineer:Project Date:Comments:

CWM: RMU-1 Leachate System EvaluationARCADIS09/07/09RMU-1 landfill cell primary pumps through RMU-1 lift station. Landfill cells modeled as constant-head reservoirs.

Scenario Summary

Scenario BasePhysical Alternative Base-PhysicalActive Topology Alternative Base-Active TopologyDemand Alternative Default-Average DailyInitial Settings Alternative Base-Initial SettingsOperational Alternative Base-Operational ControlsLogical Control Set Alternative <All Logical Controls>Age Alternative Default-Age ScenarioConstituent Alternative Default-ConstituentTrace Alternative Default-Trace ScenarioFire Flow Alternative Base-Fire FlowCapital Cost Alternative Base-Capital CostEnergy Cost Alternative Base-Energy CostUser Data Alternative Base-User Data

Liquid Characteristics

Liquid Water at 20C(68F) Specific Gravity 1.00Kinematic Viscosity 1.0804e-5 ft²/s

Network Inventory

Pressure Pipes 56 Number of Tanks 1Number of Reservoirs 13 - Constant Area: 1Number of Pressure Junctions 30 - Variable Area: 0Number of Pumps 13 Number of Valves 0- Constant Power: 0 - FCV's: 0- One Point (Design Point): 0 - PBV's: 0- Standard (3 Point): 13 - PRV's: 0






Page 2

Network Inventory

- Standard Extended: 0 - PSV's: 0- Custom Extended: 0 - TCV's: 0- Multiple Point: 0 - GPV's: 0Number of Spot Elevations 0

Pressure Pipes Inventory

1.93 in 20.00 ft 5.42 in 5,663.00 ft1.94 in 271.00 ft 6.00 in 95.02 ft2.00 in 451.00 ft 6.07 in 20.00 ft2.86 in 116.00 ft 6.07 in 30.00 ft2.88 in 70.00 ft 7.98 in 190.00 ft3.00 in 384.00 ft 48.00 in 1.00 ftTotal Length 7,311.02 ft






Page 3

Pressure Pipes @ 0.00 hr

Label ControlStatus

Discharge(gpm)

Velocity(ft/s)

Upstream StructureHydraulic Grade

(ft)

Downstream StructureHydraulic Grade

(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)

HeadlossGradient(ft/1000ft)

6" HDPE Open 382.12 5.31 377.69 377.38 0.12 0.20 0.32 39.466" HDPE (31 ft.)Open 382.12 5.31 377.38 374.60 0.46 2.32 2.78 89.606" STEEL (30 ft)Open 382.12 4.24 351.06 350.00 0.58 0.49 1.06 35.356/10" Forcemain (1,181 ft.)Open 382.12 5.31 374.60 356.46 17.47 0.67 18.14 15.368" STEEL (190 ft)Open 382.12 2.45 352.38 351.06 0.96 0.36 1.32 6.94NEW 6" PVC (20 ft)Open 382.12 4.24 352.77 352.38 0.18 0.21 0.39 19.44P-67 Open 382.12 0.07 318.50 318.50 0.00 0.00 0.00 0.00Steel Pipe in OWSOpen 382.12 4.34 356.46 352.77 1.83 1.86 3.69 40.99

Pumps @ 0.00 hr

Label ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed

CalculatedWaterPower(Hp)

GSP300 HV On 318.50 377.69 382.12 59.19 0.69 5.71

Pressure Junctions @ 0.00 hr

Label CalculatedHydraulic Grade

(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

J-1 377.38 24.82 57.38 0.00J-2 374.60 23.62 54.60 0.00J-7 356.46 15.77 36.46 0.00J-51 352.38 14.01 32.38 0.00J-52 351.06 13.44 31.06 0.00J-53 352.77 14.18 32.77 0.00






Page 4

Tanks @ 0.00 hr


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

Lift Station 318.50 1.50 0.65 0.0 0.00 130.25 -130.25 Filling

Reservoirs @ 0.00 hr


(ft)

Inflow(gpm)

Outflow(gpm)

R-14 350.00 382.12 -382.12

Detailed Report for Pressure Pipe: 6" HDPE




Page 1


Scenario Summary


Global Adjustments Summary

Demand <None> Roughness <None>

Pipe Characteristics

Material HDPE Hazen- Williams C 155.0Diameter 5.42 in Minor Loss Coefficient 0.45Check Valve? false Length 8.00 ftFrom Node GSP300 HV To Node J-1

Elevations

From Elevation 317.00 ft To Elevation 320.00 ft

Initial Status

Initial Status Open

User Data

Date Installed Date Retired

Detailed Report for Pressure Pipe: 6" HDPE




Page 2

User Data

Inspection Date LiningPipe Class Exterior CoatingNominal Diameter 0.00 in ConditionSkeletonized false Metered falseExisting false

Calculated Results Summary

Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 5.31 377.69 377.38 0.12 0.20 0.32 39.46

Detailed Report for Pressure Pipe: 6" HDPE (31 ft.)




Page 3


Scenario Summary





Material HDPE Hazen- Williams C 155.0Diameter 5.42 in Minor Loss Coefficient 5.29Check Valve? false Length 31.00 ftFrom Node J-1 To Node J-2

Elevations


Initial Status

Initial Status Open

User Data


Detailed Report for Pressure Pipe: 6" HDPE (31 ft.)




Page 4

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 5.31 377.38 374.60 0.46 2.32 2.78 89.60

Detailed Report for Pressure Pipe: 6" STEEL (30 ft)




Page 5


Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 6.07 in Minor Loss Coefficient 1.74Check Valve? false Length 30.00 ftFrom Node J-52 To Node R-14

Elevations


Initial Status

Initial Status Open

User Data






Page 6

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 4.24 351.06 350.00 0.58 0.49 1.06 35.35

Detailed Report for Pressure Pipe: 6/10" Forcemain (1,181 ft.)




Page 7


Scenario Summary





Material HDPE Hazen- Williams C 155.0Diameter 5.42 in Minor Loss Coefficient 1.53Check Valve? false Length 1,181.00 ftFrom Node J-2 To Node J-7

Elevations


Initial Status

Initial Status Open

User Data


Detailed Report for Pressure Pipe: 6/10" Forcemain (1,181 ft.)




Page 8

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 5.31 374.60 356.46 17.47 0.67 18.14 15.36





Page 9


Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 7.98 in Minor Loss Coefficient 3.83Check Valve? false Length 190.00 ftFrom Node J-51 To Node J-52

Elevations


Initial Status

Initial Status Open

User Data






Page 10

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 2.45 352.38 351.06 0.96 0.36 1.32 6.94

Detailed Report for Pump: GSP300 HV




Page 11


Scenario Summary




Geometric Summary

Northing 9,757.40 ft Upstream Pipe P-67Easting 11,303.49 ft Downstream Pipe 6" HDPEElevation 317.00 ft

Pump Definition Summary

Pump Type Standard (3 Point)Shutoff Head 155.00 ft Shutoff Discharge 0.00 gpmDesign Head 110.00 ft Design Discharge 725.00 gpmMaximum Operating Head 10.00 ft Maximum Operating Discharge 1,650.00 gpm

Initial Status

Initial Pump Status On Initial Relative Speed Factor 0.69

Detailed Report for Pump: GSP300 HV




Page 12

User Data

Date Installed Date RetiredInspection Date SCADA IDRated Power 0 Hp ConditionManufacturer ModelSerial Number Metered falseExisting false


Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 On 318.50 377.69 382.12 59.19 0.69 5.71

GSP300 HV (Relative Speed Factor = 0.69)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

0.0 200.0 400.0 600.0 800.0 1000.0 1200.0

Detailed Report for Pressure Junction: J-1




Page 13


Scenario Summary




Geometric Summary

Northing 9,585.03 ft Elevation 320.00 ftEasting 11,262.28 ft Zone Zone-1

Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data

SCADA ID Sampling Point falseHydrant Location false Existing false





Page 14


Time(hr)

CalculatedHydraulic Grade

(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 377.38 24.82 57.38 0.00





Page 15


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data






Page 16


Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 374.60 23.62 54.60 0.00





Page 17


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data






Page 18


Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 356.46 15.77 36.46 0.00





Page 19


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data






Page 20


Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 352.38 14.01 32.38 0.00





Page 21


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data






Page 22


Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 351.06 13.44 31.06 0.00





Page 23


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data






Page 24


Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 352.77 14.18 32.77 0.00

Detailed Report for Tank: Lift Station




Page 25


Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

Operating Range Summary

Maximum Elevation 323.00 ft Maximum Level 6.00 ftInitial HGL 318.50 ft Initial Level 1.50 ftMinimum Elevation 318.50 ft Minimum Level 1.50 ftBase Elevation 317.00 ft

Detailed Report for Tank: Lift Station




Page 26

Storage

Section Type Constant Area Circular Tank Shape? trueDiameter 9.00 ft Average Area 63.6 ft²Inactive Volume 0.00 ft³ Total Active Volume 286.28 ft³

User Data

Date Installed Date RetiredInspection Date SCADA IDLining ConditionMetered false Clearwell Storage falseElevated Tank false Existing false


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 318.50 1.50 0.65 0.0 0.00 130.25 -130.25 Filling

Lift StationTank Storage Curve

Elevation(ft)

(ft³

)V

olu

me

0.0

50.0

100.0

150.0

200.0

250.0

300.0

317.0 318.0 319.0 320.0 321.0 322.0 323.0

Active Volume

Detailed Report for Pressure Pipe: NEW 6" PVC (20 ft)




Page 27


Scenario Summary





Material PVC Hazen- Williams C 150.0Diameter 6.07 in Minor Loss Coefficient 0.74Check Valve? false Length 20.00 ftFrom Node J-53 To Node J-51

Elevations


Initial Status

Initial Status Open

User Data


Detailed Report for Pressure Pipe: NEW 6" PVC (20 ft)




Page 28

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 4.24 352.77 352.38 0.18 0.21 0.39 19.44

Detailed Report for Pressure Pipe: P-67




Page 29


Scenario Summary





Material PVC Hazen- Williams C 150.0Diameter 48.00 in Minor Loss Coefficient 0.00Check Valve? false Length 1.00 ftFrom Node Lift Station To Node GSP300 HV

Elevations


Initial Status

Initial Status Open

User Data






Page 30

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 0.07 318.50 318.50 0.00 0.00 0.00 0.00

Detailed Report for Reservoir: R-14




Page 31


Scenario Summary




Geometric Summary

X 9,634.75 ft Elevation 350.00 ftY 10,608.75 ft Zone Zone-1

User Data

Date Installed Date RetiredInspection Date ConditionClearwell Storage false Existing false


Time(hr)


(ft)

Inflow(gpm)

Outflow(gpm)

0.00 350.00 382.12 -382.12

Detailed Report for Pressure Pipe: Steel Pipe in OWS




Page 32


Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data


Detailed Report for Pressure Pipe: Steel Pipe in OWS




Page 33

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 382.12 4.34 356.46 352.77 1.83 1.86 3.69 40.99

Attachment 2

(Removed)

Attachment 3

(Removed)

Attachment 4

Tank Farm to AWTS at Carbon

Feed Tank (T-3003)

2101111807-B-4 .doc Page 1 of 2

Calculation Sheet

Imagine the result




Subject: Tank Farm to AWTS at Carbon Feed Tank (T-3003)

Prepared By: BMS/PTO Date: November 2011


Checked By: PHB U Date: November 2011

TASK:

Verify that the required flow rate of 176 gallons per minute (gpm) from Leachate Tank Farm (LTF) pump P-105 to Aqueous Waste Treatment Facility (tank T-3003) can be achieved.

REFERENCES:

1. Leachate Level Compliance Plan For Residuals Management Unit One, prepared by Golder Associates, dated February, 1997.

2. Leachate Level Compliance Plan for Residuals Management Unit – One, Final Sequence Phase 2, prepared by ARCADIS, dated March, 2009 (revised March 2010).

3. Engineering Report for CWM Chemical Services, LLC Model City Facility, Residuals Management Unit 1, Earth Tech.

4. WaterCAD for Windows, Version 5.0, pressure network analysis software, Haestad Methods, Inc.

5. Leachate Level Compliance Plan Pump Flow Rate Verification Report for Pumps P-105 and P-3002A, CWM Chemical Services, LLC., October, 2001.

ASSUMPTIONS:

1. The analysis was performed assuming the use of an Ingersoll-Dresser HOC3+ variable speed pump. At 3,500 rpm, the pump is rated at 200 gpm at 334 feet of total dynamic head (TDH).

METHODOLOGY:

Information used in previous LLCP evaluations relating to the LTF and associated piping was field verified, modified where necessary, according to Reference 5, and input into the WaterCAD model for evaluation. This information includes manufacturer pump data; pipe lengths, sizes, and types; number and type of fittings; and other relevant components that could potentially affect the performance of the system. WaterCAD output includes flow rates, velocities and headloss through each pump or pipe section.

2101111807-B-4 .doc Page 2 of 2

Calculation Sheet

Imagine the result

Calculation

A summary of the calculations is presented in the following table.

Pump TypeNominal Flow Rate

[gpm]

Evaluated Flow Rate(with Flow Control)

[gpm]

Pump Condition (On/Off)

Head at Pump

[ft.]

Total Evaluated Flow to Tank

T-3003[gpm]

Ingersoll-Dresser HOC3+

200 at 334 feet TDH 176 On 344 176

Scenario: Base

Title: Leachate Transfer from Tank Farm to AWT Facilityg:\...\tankfarm mod2.wcd11/10/11 05:08:29 PM


Project Engineer: ARCADIS WaterCAD v5.0 [5.0037]

Page 1 of 1

P-55 P-54

P-53

P-52

P-51

P-50

P-49

P-48P-47

P-58

P-18

P-17

P-16

P-10 P-8

P-5

P-4

P-3

Tank Farm to Aqueous Waste Treatment Facility Analysis

10 .0 0<=8.00<=5.00<=3.00<=

Lin k: Ve loc ity (ft/s)Co lo r Coding L egend

T-102

FC V-3

P-105 ( Ing-Dresse r)

FC V-4

P-104 (G orma n -R up p )

MH # 2

MH # 1

J-21

MH # 3

MH # 5

T-103

J-20

J-13

J-22

MH # 4Me te r Station

J-10

T-300 3






Page 1


Leachate Transfer from Tank Farm to AWT FacilityARCADIS 03/11/09

Scenario Summary




Network Inventory

Pressure Pipes 18 Number of Tanks 3Number of Reservoirs 0 - Constant Area: 3Number of Pressure Junctions 11 - Variable Area: 0Number of Pumps 2 Number of Valves 2- Constant Power: 0 - FCV's: 2- One Point (Design Point): 0 - PBV's: 0- Standard (3 Point): 2 - PRV's: 0- Standard Extended: 0 - PSV's: 0- Custom Extended: 0 - TCV's: 0- Multiple Point: 0 - GPV's: 0Number of Spot Elevations 0


2.85 in 15.00 ft 3.63 in 409.00 ft2.86 in 619.00 ft 3.68 in 779.00 ft3.00 in 58.00 ft 6.00 in 35.00 ftTotal Length 1,915.00 ft






Page 2

FCVs @ 0.00 hr

Label ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

FCV-3 Closed 335.00 193.02 0.00 0.00 0.00 0.00FCV-4 Throttling 319.88 197.56 176.00 7.99 122.32 176.00



(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

J-10 339.29 0.24 0.54 0.00J-13 522.29 87.52 202.29 0.00J-20 193.02 -54.94 -126.98 0.00J-21 192.75 -55.06 -127.25 0.00J-22 358.86 16.38 37.86 0.00Meter Station 507.95 80.88 186.95 0.00MH #1 428.51 46.51 107.51 0.00MH #2 377.58 24.48 56.58 0.00MH #3 365.37 19.19 44.37 0.00MH #4 471.74 65.22 150.74 0.00MH #5 491.02 73.56 170.02 0.00


Label ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


P-3 Open 176.00 8.79 377.58 365.37 11.77 0.44 12.22 185.11P-4 Open 176.00 8.79 471.74 428.51 42.81 0.42 43.23 180.13P-5 Open 176.00 8.79 428.51 377.58 50.48 0.44 50.93 179.95P-8 Open 176.00 5.31 491.02 471.74 19.12 0.16 19.28 52.69P-10 Open 176.00 5.31 507.95 491.02 16.77 0.15 16.92 52.72P-16 Open 176.00 7.99 530.90 522.29 0.98 7.63 8.61 1,229.82P-17 Open 176.00 5.46 522.29 507.95 9.94 4.40 14.34 80.57P-18 Open -0.00 0.00 522.29 522.29 -0.00 0.00 0.00 0.00P-47 Open 176.00 8.79 192.75 186.74 2.67 3.34 6.01 400.70P-48 Open -0.00 0.00 192.75 192.75 -0.00 0.00 0.00 0.00P-49 Open -176.00 2.00 192.75 193.02 0.17 0.10 0.27 7.71P-50 Open 0.00 0.00 335.00 335.00 -0.00 0.00 0.00 0.00P-51 Open 0.00 0.00 193.02 193.02 -0.00 0.00 0.00 0.00P-52 Open 176.00 7.99 323.00 319.88 0.70 2.42 3.12 624.84P-53 Open 176.00 7.99 197.56 193.02 2.12 2.42 4.54 302.50P-54 Open 176.00 8.85 365.37 358.86 2.72 3.79 6.50 433.66P-55 Open 176.00 5.46 358.86 339.29 12.89 6.67 19.57 84.70P-58 Open 176.00 5.31 339.29 329.00 4.80 5.49 10.29 111.89






Page 3

Pumps @ 0.00 hr

Label ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


P-104 (Gorman-Rupp)Off 192.75 522.29 0.00 0.00 1.00 0.00P-105 (Ing-Dresser)On 186.74 530.90 176.00 344.16 1.00 15.29

Tanks @ 0.00 hr


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

T-102 335.00 16.00 6.92 44.8 19,766.90 -0.00 0.00 DrainingT-103 323.00 4.00 1.73 3.4 1,520.53 -176.00 176.00 DrainingT-3003 329.00 9.21 3.98 91.8 179.14 176.00 -176.00 Filling

Detailed Report for FCV: FCV-3




Page 1

Scenario Summary




Geometric Summary

X 9,860.15 ft Upstream Pipe P-50Y 9,932.96 ft Downstream Pipe P-51Elevation 315.00 ft Diameter 3.00 inMinor Loss Coefficient 0.00

Initial Status

Initial Valve Status Closed Initial Flow Setting 176.00 gpm

User Data

Date Installed Date RetiredInspection Date SCADA IDCondition ManufacturerModel Serial NumberMetered false Motorized falseClockwise to Close false Normally Closed falseExisting false


Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Closed 335.00 193.02 0.00 0.00 0.00 0.00





Page 2

Scenario Summary




Geometric Summary


Initial Status

Initial Valve Status Active Initial Flow Setting 176.00 gpm

User Data



Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Throttling 319.88 197.56 176.00 7.99 122.32 176.00





Page 3

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 339.29 0.24 0.54 0.00





Page 4

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 522.29 87.52 202.29 0.00





Page 5

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 193.02 -54.94 -126.98 0.00





Page 6

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 192.75 -55.06 -127.25 0.00





Page 7

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 358.86 16.38 37.86 0.00

Detailed Report for Pressure Junction: Meter Station




Page 8

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 507.95 80.88 186.95 0.00

Detailed Report for Pressure Junction: MH #1




Page 9

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 428.51 46.51 107.51 0.00





Page 10

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 377.58 24.48 56.58 0.00





Page 11

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 365.37 19.19 44.37 0.00





Page 12

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 471.74 65.22 150.74 0.00





Page 13

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 491.02 73.56 170.02 0.00





Page 14

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 2.86 in Minor Loss Coefficient 0.37Check Valve? false Length 66.00 ftFrom Node MH #2 To Node MH #3

Elevations


Initial Status

Initial Status Open

User Data

Date Installed Date RetiredInspection Date LiningPipe Class Exterior CoatingNominal Diameter 0.00 in ConditionSkeletonized false Metered falseExisting false


Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 8.79 377.58 365.37 11.77 0.44 12.22 185.11





Page 15

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 8.79 471.74 428.51 42.81 0.42 43.23 180.13





Page 16

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 8.79 428.51 377.58 50.48 0.44 50.93 179.95





Page 17

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 5.31 491.02 471.74 19.12 0.16 19.28 52.69





Page 18

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 0.35Check Valve? false Length 321.00 ftFrom Node Meter Station To Node MH #5

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 5.31 507.95 491.02 16.77 0.15 16.92 52.72





Page 19

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 7.69Check Valve? false Length 7.00 ftFrom Node P-105 (Ing-Dresser) To Node J-13

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 7.99 530.90 522.29 0.98 7.63 8.61 1,229.82





Page 20

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.63 in Minor Loss Coefficient 9.52Check Valve? false Length 178.00 ftFrom Node J-13 To Node Meter Station

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 5.46 522.29 507.95 9.94 4.40 14.34 80.57





Page 21

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 6.78Check Valve? false Length 11.00 ftFrom Node P-104 (Gorman-Rupp) To Node J-13

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -0.00 0.00 522.29 522.29 -0.00 0.00 0.00 0.00





Page 22

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 2.86 in Minor Loss Coefficient 2.78Check Valve? false Length 15.00 ftFrom Node J-21 To Node P-105 (Ing-Dresser)

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 8.79 192.75 186.74 2.67 3.34 6.01 400.70





Page 23

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 2.86 in Minor Loss Coefficient 2.78Check Valve? false Length 15.00 ftFrom Node J-21 To Node P-104 (Gorman-Rupp)

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -0.00 0.00 192.75 192.75 -0.00 0.00 0.00 0.00





Page 24

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -176.00 2.00 192.75 193.02 0.17 0.10 0.27 7.71





Page 25

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.44Check Valve? false Length 6.00 ftFrom Node T-102 To Node FCV-3

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.00 335.00 335.00 -0.00 0.00 0.00 0.00





Page 26

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.44Check Valve? false Length 14.00 ftFrom Node FCV-3 To Node J-20

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.00 193.02 193.02 -0.00 0.00 0.00 0.00





Page 27

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.44Check Valve? false Length 5.00 ftFrom Node T-103 To Node FCV-4

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 7.99 323.00 319.88 0.70 2.42 3.12 624.84





Page 28

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.44Check Valve? false Length 15.00 ftFrom Node FCV-4 To Node J-20

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 7.99 197.56 193.02 2.12 2.42 4.54 302.50





Page 29

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 2.85 in Minor Loss Coefficient 3.11Check Valve? false Length 15.00 ftFrom Node MH #3 To Node J-22

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 8.85 365.37 358.86 2.72 3.79 6.50 433.66





Page 30

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.63 in Minor Loss Coefficient 14.42Check Valve? true Length 231.00 ftFrom Node J-22 To Node J-10

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 5.46 358.86 339.29 12.89 6.67 19.57 84.70





Page 31

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 12.54Check Valve? false Length 92.00 ftFrom Node J-10 To Node T-3003

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 176.00 5.31 339.29 329.00 4.80 5.49 10.29 111.89

Detailed Report for Pump: P-104 (Gorman-Rupp)




Page 32

Scenario Summary




Geometric Summary

X 9,832.12 ft Upstream Pipe P-48Y 9,987.36 ft Downstream Pipe P-18Elevation 320.60 ft


Pump Type Standard (3 Point)Shutoff Head 88.00 ft Shutoff Discharge 0.00 gpmDesign Head 70.00 ft Design Discharge 175.00 gpmMaximum Operating Head 50.00 ft Maximum Operating Discharge 425.00 gpm

Initial Status

Initial Pump Status Off Initial Relative Speed Factor 1.00

User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 Off 192.75 522.29 0.00 0.00 1.00 0.00

Detailed Report for Pump: P-104 (Gorman-Rupp)




Page 33

P-104 (Gorman-Rupp) (Relative Speed Factor = 1.00)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

8.0

16.0

24.0

32.0

40.0

48.0

56.0

64.0

72.0

80.0

88.0

0.0 200.0 400.0 600.0 800.0 1000.0 1200.0

Detailed Report for Pump: P-105 (Ing-Dresser)




Page 34

Scenario Summary




Geometric Summary




Initial Status


User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 On 186.74 530.90 176.00 344.16 1.00 15.29

Detailed Report for Pump: P-105 (Ing-Dresser)




Page 35

P-105 (Ing-Dresser) (Relative Speed Factor = 1.00)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0

Detailed Report for Tank: T-102




Page 36

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage

Section Type Constant Area Circular Tank Shape? trueDiameter 44.00 ft Average Area 1,520.5 ft²Inactive Volume 0.00 ft³ Total Active Volume 44,095.39 ft³

User Data






Page 37


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 335.00 16.00 6.92 44.8 19,766.90 -0.00 0.00 Draining

T-102Tank Storage Curve

Elevation(ft)

(ft³

)V

olu

me

0.0

5000.0

10000.0

15000.0

20000.0

25000.0

30000.0

35000.0

40000.0

45000.0

316.0 320.0 324.0 328.0 332.0 336.0 340.0 344.0 348.0 352.0

Active Volume





Page 38

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 39


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 323.00 4.00 1.73 3.4 1,520.53 -176.00 176.00 Draining


Elevation(ft)

(ft³

)V

olu

me

0.0

5000.0

10000.0

15000.0

20000.0

25000.0

30000.0

35000.0

40000.0

45000.0

316.0 320.0 324.0 328.0 332.0 336.0 340.0 344.0 348.0 352.0

Active Volume





Page 40

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 41


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 329.00 9.21 3.98 91.8 179.14 176.00 -176.00 Filling


Elevation(ft)

(ft³

)V

olu

me

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

319.0 320.0 321.0 322.0 323.0 324.0 325.0 326.0 327.0 328.0 329.0 330.0

Active Volume

Attachment 5

Carbon Feed Tank (T-3003) to

Leachate Tank T-58

2111111807-B-5 .doc Page 1 of 2

Calculation Sheet

Imagine the result




Subject: Carbon Feed Tank (T-3003) to Leachate Tank T-58




TASK:

Verify that the required flow rate (227 gallons per minute [gpm]) from carbon feed tank T-3003 to leachate tank T-58 will be achieved.

REFERENCES


2. Leachate Level Compliance Plan for Residuals Management Unit – One, Final Sequence Phase 2,prepared by ARCADIS, dated March, 2009 (revised March 2010).



5. Leachate Level Compliance Plan Pump Flow Rate Verification Report for Pumps P-105 and P-3002A,CWM Chemical Services, LLC, October, 2001.

ASSUMPTIONS

1. The system runs in series from tank T-3003 through the carbon adsorption system (i.e., through tank T-3007 then through tank T-3008).

2. The analysis assumes the use of an Ingersoll-Dresser HOC3+ variable speed pump. At 3,500 rpm, the pump is rated at 250 gpm at 305 feet of total dynamic head.

METHODOLOGY

Information used in previous LLCP evaluations relating to the AWTS facility was verified, modified where necessary, and input into the WaterCAD model for evaluation. This information includes manufacturer pump data; pipe lengths, sizes and types; number and type of fittings; and other relevant components that could potentially affect the performance of the system. WaterCAD output includes flow rates, velocities and headloss through each pump or pipe section.

2111111807-B-5 .doc Page 2 of 2

Calculation Sheet

Imagine the result

SUMMARY:


Pump TypeNominal Flow

Rate[gpm]

Evaluated Flow Rate (with Flow

Control)[gpm]


Head at Pump

[ft]


T-58[gpm]


250 at 305 feet TDH

227 On 243 227

Scenario: Base

Title: CWM: RMU-1 Leachate System Evaluationg:\...\tank58.wcd11/15/11 06:47:27 PM



Page 1 of 1

P-72P-71

P-70

P-69

P-67P-66

P-65

P-64P-59

P-36P-35

P-34

P-33

P-32

P-31

P-24

P-23P-22

P-13

System Runs In Series Through Tank 3007 Then Through Tank 3008

12.000<=10.000<=

8.000<=6.000<=4.000<=

Link: Velocity (ft/s)Color Coding Legend

T-58

J-13

J-3

J-1

J-25

P-3002A

Filter F-3

FCV-9

J-9

P-3002B

T-125

J-28FCV-8

T-3003

T-3008

J-14

T-3007

J-16

J-29






Page 1


CWM: RMU-1 Leachate System EvaluationARCADIS 03/11/09

Scenario Summary




Network Inventory



2.00 in 2.00 ft 3.00 in 308.00 ft2.86 in 20.00 ft 3.68 in 703.00 ftTotal Length 1,033.00 ft






Page 2

FCVs @ 0.00 hr

Label ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

FCV-8 Closed 394.83 320.00 0.00 0.000 0.00 0.00FCV-9 Inactive 332.08 332.08 227.43 2.581 0.00 0.00



(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

Filter F-3 492.97 213.29 492.97 0.00J-1 545.05 235.82 545.05 0.00J-3 489.40 211.74 489.40 0.00J-9 311.44 134.75 311.44 0.00J-13 550.01 237.96 550.01 0.00J-14 545.05 235.82 545.05 0.00J-16 502.31 217.33 502.31 0.00J-25 394.83 170.82 394.83 0.00J-28 457.13 197.78 457.13 0.00J-29 419.42 181.46 419.42 0.00T-3007 473.90 205.03 473.90 0.00T-3008 436.19 188.72 436.19 0.00


Label ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


P-13 Open -227.43 10.323 489.40 492.97 0.22 3.34 3.57 3,569.09P-22 Open 227.43 10.323 322.00 311.44 5.90 4.65 10.56 406.01P-23 Open 227.43 10.323 311.44 307.72 0.91 2.82 3.72 930.33P-24 Open -0.00 0.000 311.44 311.44 -0.00 0.00 0.00 0.00P-31 Open 227.43 10.323 550.68 550.01 0.45 0.22 0.67 334.75P-32 Open 227.43 11.358 550.01 545.05 2.29 2.67 4.96 619.75P-33 Open 0.00 0.000 545.05 545.05 -0.00 0.00 0.00 0.00P-34 Open 0.00 0.000 545.05 545.05 -0.00 0.00 0.00 0.00P-35 Open 227.43 10.323 545.05 502.31 6.56 36.18 42.74 1,473.70P-36 Open 227.43 10.323 502.31 492.97 0.45 8.89 9.34 4,669.22P-59 Open 227.43 10.323 489.40 473.90 7.49 8.01 15.51 469.85P-64 Open 227.43 10.323 473.90 457.13 0.21 16.56 16.77 16,771.06P-65 Open 227.43 10.323 457.13 436.19 7.03 13.91 20.94 675.50P-66 Open 227.43 10.323 436.19 419.42 0.21 16.56 16.77 16,771.03P-67 Open 227.43 10.323 419.42 394.83 13.62 10.96 24.58 409.74P-69 Open 0.00 0.000 394.83 394.83 0.00 0.00 0.00 0.00P-70 Open 0.00 0.000 320.00 320.00 0.00 0.00 0.00 0.00P-71 Open 227.43 6.860 394.83 332.08 58.96 3.79 62.75 89.38P-72 Open 227.43 6.860 332.08 332.00 0.08 0.00 0.08 83.98






Page 3

Pumps @ 0.00 hr

Label ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


P-3002A On 307.72 550.68 227.43 242.95 0.90 13.95P-3002B Off 311.44 545.05 0.00 0.00 1.00 0.00

Tanks @ 0.00 hr


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

T-58 332.00 12.50 5.41 98.2 55,292.03 227.43 -227.43 FillingT-125 320.00 0.00 0.00 0.0 0.00 0.00 0.00 EmptyT-3003 322.00 2.21 0.96 6.6 12.83 -227.43 227.43 Draining





Page 1

Scenario Summary




Geometric Summary


Initial Status


User Data



Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Closed 394.83 320.00 0.00 0.000 0.00 0.00





Page 2

Scenario Summary




Geometric Summary


Initial Status

Initial Valve Status Inactive Initial Flow Setting 0.00 gpm

User Data



Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Inactive 332.08 332.08 227.43 2.581 0.00 0.00

Detailed Report for Pressure Junction: Filter F-3




Page 3

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 492.97 213.29 492.97 0.00





Page 4

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 545.05 235.82 545.05 0.00





Page 5

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 489.40 211.74 489.40 0.00





Page 6

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 311.44 134.75 311.44 0.00





Page 7

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 550.01 237.96 550.01 0.00





Page 8

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 545.05 235.82 545.05 0.00





Page 9

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 502.31 217.33 502.31 0.00





Page 10

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 394.83 170.82 394.83 0.00





Page 11

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 457.13 197.78 457.13 0.00





Page 12

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 419.42 181.46 419.42 0.00





Page 13

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.02Check Valve? false Length 1.00 ftFrom Node J-3 To Node Filter F-3

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -227.43 10.323 489.40 492.97 0.22 3.34 3.57 3,569.09





Page 14

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.81Check Valve? false Length 26.00 ftFrom Node T-3003 To Node J-9

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 322.00 311.44 5.90 4.65 10.56 406.01





Page 15

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 1.70Check Valve? false Length 4.00 ftFrom Node J-9 To Node P-3002A

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 311.44 307.72 0.91 2.82 3.72 930.33





Page 16

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.41Check Valve? false Length 4.00 ftFrom Node J-9 To Node P-3002B

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -0.00 0.000 311.44 311.44 -0.00 0.00 0.00 0.00





Page 17

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 0.13Check Valve? false Length 2.00 ftFrom Node P-3002A To Node J-13

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 550.68 550.01 0.45 0.22 0.67 334.75





Page 18

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 11.358 550.01 545.05 2.29 2.67 4.96 619.75





Page 19

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 545.05 545.05 -0.00 0.00 0.00 0.00





Page 20

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 545.05 545.05 -0.00 0.00 0.00 0.00





Page 21

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 545.05 502.31 6.56 36.18 42.74 1,473.70





Page 22

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 502.31 492.97 0.45 8.89 9.34 4,669.22





Page 23

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 4.84Check Valve? false Length 33.00 ftFrom Node J-3 To Node T-3007

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 489.40 473.90 7.49 8.01 15.51 469.85





Page 24

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 10.00Check Valve? false Length 1.00 ftFrom Node T-3007 To Node J-28

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 473.90 457.13 0.21 16.56 16.77 16,771.06





Page 25

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 457.13 436.19 7.03 13.91 20.94 675.50





Page 26

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 436.19 419.42 0.21 16.56 16.77 16,771.03





Page 27

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 10.323 419.42 394.83 13.62 10.96 24.58 409.74





Page 28

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 3.33Check Valve? false Length 113.00 ftFrom Node J-25 To Node FCV-8

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 394.83 394.83 0.00 0.00 0.00 0.00





Page 29

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 0.00Check Valve? false Length 1.00 ftFrom Node FCV-8 To Node T-125

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 320.00 320.00 0.00 0.00 0.00 0.00





Page 30

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 5.18Check Valve? false Length 702.00 ftFrom Node J-25 To Node FCV-9

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 6.860 394.83 332.08 58.96 3.79 62.75 89.38





Page 31

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 0.00Check Valve? false Length 1.00 ftFrom Node FCV-9 To Node T-58

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.43 6.860 332.08 332.00 0.08 0.00 0.08 83.98

Detailed Report for Pump: P-3002A




Page 32

Scenario Summary




Geometric Summary




Initial Status


User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 On 307.72 550.68 227.43 242.95 0.90 13.95





Page 33

P-3002A (Relative Speed Factor = 0.90)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0

Detailed Report for Pump: P-3002B




Page 34

Scenario Summary




Geometric Summary




Initial Status


User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 Off 311.44 545.05 0.00 0.00 1.00 0.00





Page 35

P-3002B (Relative Speed Factor = 1.00)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0





Page 36

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 37


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 332.00 12.50 5.41 98.2 55,292.03 227.43 -227.43 Filling


Elevation(ft)

(ft³

)V

olu

me

0.0

5000.0

10000.0

15000.0

20000.0

25000.0

30000.0

35000.0

40000.0

45000.0

50000.0

55000.0

60000.0

318.0 320.0 322.0 324.0 326.0 328.0 330.0 332.0 334.0

Active Volume





Page 38

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 39


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 320.00 0.00 0.00 0.0 0.00 0.00 0.00 Empty


Elevation(ft)

(ft³

)V

olu

me

0.0

10000.0

20000.0

30000.0

40000.0

50000.0

60000.0

70000.0

80000.0

90000.0

100000.0

320.0 322.0 324.0 326.0 328.0 330.0 332.0 334.0 336.0 338.0 340.0

Active Volume





Page 40

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 41


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 322.00 2.21 0.96 6.6 12.83 -227.43 227.43 Draining


Elevation(ft)

(ft³

)V

olu

me

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

319.0 320.0 321.0 322.0 323.0 324.0 325.0 326.0 327.0 328.0 329.0 330.0

Active Volume

Detailed Report for Pressure Junction: T-3007




Page 42

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 473.90 205.03 473.90 0.00





Page 43

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 436.19 188.72 436.19 0.00

Attachment 6

Carbon Feed Tank (T-3003) to

Leachate Tank T-125

2131111807-B-6 .doc Page 1 of 2

Calculation Sheet

Imagine the result




Subject: Carbon Feed Tank (T-3003) to Leachate Tank T-125




TASK:

Verify that the required flow rate (227 gallons per minute [gpm]) from carbon feed tank T-3003 to leachate tank T-125 will be achieved.

REFERENCES:


2. Leachate Level Compliance Plan for Residuals Management Unit – One, Final Sequence Phase 2, prepared by ARCADIS, dated March, 2009 (revised March 2010).



5. Leachate Level Compliance Plan Pump Flow Rate Verification Report for Pumps P-105 and P-3002A, CWM Chemical Services, LLC., October, 2001.

ASSUMPTIONS:

1. The system runs in series from tank T-3003 through the carbon adsorption system, (i.e., through tank T-3007 then through tank T-3008.)

2. The analysis assumes the use of an Ingersoll-Dresser HOC3+ variable speed pump. At 3,500 rpm, the pump is rated at 250 gpm at 305 feet of total dynamic head.

METHODOLOGY:

Information used in previous LLCP evaluations relating to the AWTS facility was verified, modified where necessary and input into the WaterCAD model for evaluation. This information includes manufacturer pump data; pipe lengths, sizes and types; number and type of fittings; and other relevant components that could potentially affect the performance of the system. WaterCAD output includes flow rates, velocities and headloss through each pump or pipe section.

2131111807-B-6 .doc Page 2 of 2

Calculation Sheet

Imagine the result

SUMMARY:


Pump Type

Nominal Flow Rate

(gpm)

Evaluated Flow Rate(with flow control)

(gpm)


Head at Pump

(ft.)


T-125(gpm)


250 at 305 feet TDH

227 On 199 227

Scenario: Base




Page 1 of 1

P-72P-71

P-70

P-69

P-67P-66

P-65

P-64P-59

P-36P-35

P-34

P-33

P-32P-31

P-24

P-23P-22

P-13

System Runs In Series Through Tank 3007 Then Through Tank 3008

12.000<=10.000<=

8.000<=6.000<=4.000<=

Link: Velocity ( ft /s)Color Coding Legend

J-25

T-3007

Filter F-3

T-125J-3

J-28

J-13P-3002A

J-1T-3003

J-9

P-3002B

J-16

J-14

FC V-9

FC V-8T-58

T-3008 J-29






Page 1


CWM: RMU-1 Leachate System EvaluationARCADIS03/11/09

Scenario Summary




Network Inventory



2.00 in 2.00 ft 3.00 in 308.00 ft2.86 in 20.00 ft 3.68 in 703.00 ftTotal Length 1,033.00 ft






Page 2

FCVs @ 0.00 hr

Label ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

FCV-8 Inactive 320.23 320.23 227.23 2.578 0.00 0.00FCV-9 Closed 351.36 332.00 0.00 0.000 0.00 0.00



(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

Filter F-3 449.33 194.40 449.33 0.00J-1 501.32 216.90 501.32 0.00J-3 445.77 192.86 445.77 0.00J-9 311.46 134.75 311.46 0.00J-13 506.27 219.04 506.27 0.00J-14 501.32 216.90 501.32 0.00J-16 458.65 198.44 458.65 0.00J-25 351.36 152.02 351.36 0.00J-28 413.55 178.92 413.55 0.00J-29 375.90 162.64 375.90 0.00T-3007 430.29 186.17 430.29 0.00T-3008 392.64 169.88 392.64 0.00


Label ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


P-13 Open -227.23 10.313 445.77 449.33 0.22 3.34 3.56 3,562.81P-22 Open 227.23 10.313 322.00 311.46 5.89 4.64 10.54 405.33P-23 Open 227.23 10.313 311.46 307.75 0.90 2.81 3.71 928.72P-24 Open -0.00 0.000 311.46 311.46 -0.00 0.00 0.00 0.00P-31 Open 227.23 10.313 506.93 506.27 0.45 0.21 0.67 334.20P-32 Open 227.23 11.348 506.27 501.32 2.29 2.66 4.95 618.70P-33 Open 0.00 0.000 501.32 501.32 -0.00 0.00 0.00 0.00P-34 Open 0.00 0.000 501.32 501.32 -0.00 0.00 0.00 0.00P-35 Open 227.23 10.313 501.32 458.65 6.54 36.12 42.66 1,471.14P-36 Open 227.23 10.313 458.65 449.33 0.45 8.88 9.32 4,661.04P-59 Open 227.23 10.313 445.77 430.29 7.48 8.00 15.48 469.06P-64 Open 227.23 10.313 430.29 413.55 0.21 16.53 16.74 16,741.55P-65 Open 227.23 10.313 413.55 392.64 7.02 13.89 20.90 674.34P-66 Open 227.23 10.313 392.64 375.90 0.21 16.53 16.74 16,741.55P-67 Open 227.23 10.313 375.90 351.36 13.60 10.94 24.54 409.05P-69 Open 227.23 10.313 351.36 320.23 25.63 5.50 31.13 275.51P-70 Open 227.23 10.313 320.23 320.00 0.23 0.00 0.23 226.84P-71 Open 0.00 0.000 351.36 351.36 0.00 0.00 0.00 0.00P-72 Open 0.00 0.000 332.00 332.00 0.00 0.00 0.00 0.00






Page 3

Pumps @ 0.00 hr

Label ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


P-3002A On 307.75 506.93 227.23 199.19 0.83 11.43P-3002B Off 311.46 501.32 0.00 0.00 1.00 0.00

Tanks @ 0.00 hr


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

T-58 332.00 12.50 5.41 98.2 55,292.03 0.00 0.00 SteadyT-125 320.00 0.00 0.00 0.0 0.00 227.23 -227.23 FillingT-3003 322.00 2.21 0.96 6.6 12.83 -227.23 227.23 Draining





Page 1

Scenario Summary




Geometric Summary


Initial Status

Initial Valve Status Inactive Initial Flow Setting 0.00 gpm

User Data



Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Inactive 320.23 320.23 227.23 2.578 0.00 0.00





Page 2

Scenario Summary




Geometric Summary


Initial Status


User Data



Time(hr)

ControlStatus

FromHGL(ft)

ToHGL(ft)

Discharge(gpm)

Velocity(ft/s)

Headloss(ft)

CalculatedFlow

Setting(gpm)

0.00 Closed 351.36 332.00 0.00 0.000 0.00 0.00

Detailed Report for Pressure Junction: Filter F-3




Page 3

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 449.33 194.40 449.33 0.00





Page 4

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 501.32 216.90 501.32 0.00





Page 5

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 445.77 192.86 445.77 0.00





Page 6

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 311.46 134.75 311.46 0.00





Page 7

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 506.27 219.04 506.27 0.00





Page 8

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 501.32 216.90 501.32 0.00





Page 9

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 458.65 198.44 458.65 0.00





Page 10

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 351.36 152.02 351.36 0.00





Page 11

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 413.55 178.92 413.55 0.00





Page 12

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 375.90 162.64 375.90 0.00





Page 13

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -227.23 10.313 445.77 449.33 0.22 3.34 3.56 3,562.81





Page 14

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 2.81Check Valve? false Length 26.00 ftFrom Node T-3003 To Node J-9

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 322.00 311.46 5.89 4.64 10.54 405.33





Page 15

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 1.70Check Valve? false Length 4.00 ftFrom Node J-9 To Node P-3002A

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 311.46 307.75 0.90 2.81 3.71 928.72





Page 16

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open -0.00 0.000 311.46 311.46 -0.00 0.00 0.00 0.00





Page 17

Scenario Summary





Material Steel Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 0.13Check Valve? false Length 2.00 ftFrom Node P-3002A To Node J-13

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 506.93 506.27 0.45 0.21 0.67 334.20





Page 18

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 11.348 506.27 501.32 2.29 2.66 4.95 618.70





Page 19

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 501.32 501.32 -0.00 0.00 0.00 0.00





Page 20

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 501.32 501.32 -0.00 0.00 0.00 0.00





Page 21

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 501.32 458.65 6.54 36.12 42.66 1,471.14





Page 22

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 458.65 449.33 0.45 8.88 9.32 4,661.04





Page 23

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 445.77 430.29 7.48 8.00 15.48 469.06





Page 24

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 430.29 413.55 0.21 16.53 16.74 16,741.55





Page 25

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 413.55 392.64 7.02 13.89 20.90 674.34





Page 26

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 392.64 375.90 0.21 16.53 16.74 16,741.55





Page 27

Scenario Summary






Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 375.90 351.36 13.60 10.94 24.54 409.05





Page 28

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 3.33Check Valve? false Length 113.00 ftFrom Node J-25 To Node FCV-8

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 351.36 320.23 25.63 5.50 31.13 275.51





Page 29

Scenario Summary





Material PVC Hazen- Williams C 100.0Diameter 3.00 in Minor Loss Coefficient 0.00Check Valve? false Length 1.00 ftFrom Node FCV-8 To Node T-125

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 227.23 10.313 320.23 320.00 0.23 0.00 0.23 226.84





Page 30

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 5.18Check Valve? false Length 702.00 ftFrom Node J-25 To Node FCV-9

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 351.36 351.36 0.00 0.00 0.00 0.00





Page 31

Scenario Summary





Material HDPE Hazen- Williams C 100.0Diameter 3.68 in Minor Loss Coefficient 0.00Check Valve? false Length 1.00 ftFrom Node FCV-9 To Node T-58

Elevations


Initial Status

Initial Status Open

User Data



Time(hr)

ControlStatus

Discharge(gpm)

Velocity(ft/s)


(ft)


(ft)

CalculatedFriction

Headloss(ft)

CalculatedMinor

Headloss(ft)

PressurePipe

Headloss(ft)


0.00 Open 0.00 0.000 332.00 332.00 0.00 0.00 0.00 0.00





Page 32

Scenario Summary




Geometric Summary




Initial Status


User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 On 307.75 506.93 227.23 199.19 0.83 11.43





Page 33

P-3002A (Relative Speed Factor = 0.83)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0





Page 34

Scenario Summary




Geometric Summary




Initial Status


User Data



Time(hr)

ControlStatus

IntakePumpGrade

(ft)

DischargePumpGrade

(ft)

Discharge(gpm)

PumpHead

(ft)

RelativeSpeed


0.00 Off 311.46 501.32 0.00 0.00 1.00 0.00





Page 35

P-3002B (Relative Speed Factor = 1.00)Pump Head Curve

Discharge(gpm)

(ft)

He

ad

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0





Page 36

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 37


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 332.00 12.50 5.41 98.2 55,292.03 0.00 0.00 Steady


Elevation(ft)

(ft³

)V

olu

me

0.0

5000.0

10000.0

15000.0

20000.0

25000.0

30000.0

35000.0

40000.0

45000.0

50000.0

55000.0

60000.0

318.0 320.0 322.0 324.0 326.0 328.0 330.0 332.0 334.0

Active Volume





Page 38

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 39


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 320.00 0.00 0.00 0.0 0.00 227.23 -227.23 Filling


Elevation(ft)

(ft³

)V

olu

me

0.0

10000.0

20000.0

30000.0

40000.0

50000.0

60000.0

70000.0

80000.0

90000.0

100000.0

320.0 322.0 324.0 326.0 328.0 330.0 332.0 334.0 336.0 338.0 340.0

Active Volume





Page 40

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed



Storage


User Data






Page 41


Time(hr)


(ft)

CalculatedLevel

(ft)

Pressure(psi)

CalculatedPercent

Full(%)

CalculatedVolume

(ft³)

Inflow(gpm)

Outflow(gpm)

CurrentStatus

0.00 322.00 2.21 0.96 6.6 12.83 -227.23 227.23 Draining


Elevation(ft)

(ft³

)V

olu

me

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

319.0 320.0 321.0 322.0 323.0 324.0 325.0 326.0 327.0 328.0 329.0 330.0

Active Volume





Page 42

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 430.29 186.17 430.29 0.00





Page 43

Scenario Summary




Geometric Summary


Demand Summary

Type Base Flow(gpm)

Pattern

Demand 0.00 Fixed

User Data



Time(hr)


(ft)

Pressure(psi)

PressureHead

(ft)

Demand(Calculated)

(gpm)

0.00 392.64 169.88 392.64 0.00

Attachment 7

Tank Farm Storage Capacity

Analysis

2091111807.doc Page 1 of 3

Calculation Sheet

Imagine the result




Subject: Storm Flow Routing Through Leachate Tank Farm Evaluation

Prepared By: PTO Date: November 2011


Checked By: BMS U Date: November 2011

TASK

Verify that the leachate tank farm (LTF) capacity is adequate to collect and route leachate and secondary waters from various sources during a 25-year, 24-hour storm event.

REFERENCES

1. Leachate Level Compliance Plan for Residuals Management Unit One, prepared by Golder Associates, dated February 1997.

2. Leachate Level Compliance Plan for Residuals Management Unit – One, Cells 1 through 14, prepared by ARCADIS, dated March 2009 (revised March 2010).



5. Leachate Level Compliance Plan Pump Flow Rate Verification Report for Pumps P-105 and P-3002A, CWM Chemical Services, LLC, October 2001.

6. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented on Figure 1 entitled Residuals Management Unit One - Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, ARCADIS, August 2011 (revised November 2011).

ASSUMPTIONS

1. In accordance with the site-specific CWM permit condition, liquid elevations in the tank are such that only 625,000 gallons of storage capacity is available at the beginning of the analysis.

2. Each tank has approximately the same liquid level at the start of the analysis.

3. Flows from SLF 1 through 11 and the groundwater extraction systems may be directed to tank T-101 (worst-case flow option).

4. Storm related inflow to the LTF from the RMU-1 landfill cells is assumed to be zero during the storm event based on the grading configuration depicted in Reference 6, which eliminates all infiltration channels at the cell perimeters. As shown in Reference 6, all stormwater runoff from uncapped

2091111807.doc Page 2 of 3

Calculation Sheet

Imagine the result

portions of RMU-1 is collected in lined Basins J and K. The majority of this contact water (other than the lower 1 foot in Basin J and the lower 1.5 feet in Basin K) is then pumped to tank T-165 for temporary storage, and then pumped to the LTF via the RMU-1 forcemain. The limited volume of water remaining in Basin K above the permit compliance level (i.e., 0.5 feet above the lower 1 foot)after the storm is assumed to be pumped to tank T-165 once the tank dewatering begins. Thus the only storm-related flow associated with RMU-1 is from tank T-165.

5. Base flow rates from RMU-1 cells are assumed to be 2 gallons per minute (gpm) per cell and are constant throughout the simulation.

6. Inflow to the LTF from tank T-165 is assumed to commence 11 hours after the beginning of the storm event to maintain consistency of inflow commencement time with previous LLCP analyses.

7. Flows from SLF 12 and RMU-1 are directed to tanks T-102 and T-103.

8. Pump run time for tank T-165 (81.7 hours) is determined by dividing the total stormwater runoff volume in the tank (775,201 gallons, based on Attachment 1 to Appendix A of the LLCP plus 9,124gallons that will be transferred from Basin K following the storm) by the assumed pumping rate of 160 gpm.

9. Flow from secondary containment areas, other than the LTF, is directed to tank T-100 for 24 hours.

10. Based on information presented in Attachment 4 of Appendix B, the maximum outflow from the LTF via pump P-105 is 176 gpm.

11. The capacity of the AWTS is assumed to be 208 gpm (227 gpm with an average downtime of 2 hours per day). At the request of CWM, this analysis is based on a reduced AWTS treatment rate of 193 gpm (210 gpm with an average downtime of 2 hours per day).

12. In accordance with a site-specific permit condition, CWM must pump or ship off site for treatment no less than 200,000 gallons per day (equivalent of 139 gpm) when the available capacity of the LTF is less than 625,000 gallons. This capacity will be provided by LTF pump P-105 (assumed flowrate of 176 gpm).

METHODOLOGY

Inflow

The volume of leachate collected in Basins J and K and tank T-165 is determined in Attachment 1 to Appendix A of the LLCP. Volume and pump run time are presented on Table 4 of this evaluation. The pump used to dewater tank T-165 is assumed to run at 160 gpm, which allows the tank to be dewatered in approximately 81.7 hours. The contribution from tank T-165 begins 11 hours after the start of the design storm event. Initially, tank T-165 contributes to the total inflow to the LTF. As the accumulated leachate in the tank is discharged, the contribution to the LTF is eliminated. As depicted in Table 2 of this evaluation, the contribution from tank T-165 continues until hour 92.7. Flow into tank T-101 is constant and is from the average daily flow rate from the groundwater extraction systems (8 gpm) and a 4,000 gallons per day (2.8 gpm) contribution from SLF 1 through 11. LTF inflows are summarized in Tables 2 and 3 of this evaluation.

2091111807.doc Page 3 of 3

Calculation Sheet

Imagine the result

Outflow

During the 24-hour period from hours 11 to 35, tanker trucks collect accumulated waters from secondary containment areas around the site and discharge the collected water through tank T-100 and ultimately into the AWTS at an average rate of 77 gpm. Since the AWTS is assumed to be operated at 193 gpm (210 gpm with a 2 hour downtime), 116 gpm can be discharged from the LTF (via pump P-105) during this 24-hour period. After hour 35, leachate will be pumped to the AWTS via pump P-105 at a rate of 176 gpm. LTF outflows are summarized in Table 1 of this evaluation.

Liquid Levels in Tanks

The maximum liquid levels in the leachate tanks are determined based on the diameters of the leachate tanks, the starting liquid levels, the inflow rates and the outflow rates. Table 1 of this evaluation depicts this tabulation and provides notes explaining the development of the table. As shown in the table, the combined maximum liquid level used in the tanks is 59.5 feet.

SUMMARY

This transient mass balance verifies that the volume available in tanks T-102 and T-103 is sufficient to temporarily store estimated peak flows from RMU-1 and other sources during the 25-year, 24-hour storm event.

CWM Chemical Services, LLCModel City, NY Facility

RMU-1 Leachate Level Compliance Plan - Tank Farm Storage Analysis

Table 1-Storm Flow Routing Through Leachate Tank Farm

Input values in bold font, other values are calculated in the spreadsheet

43.839 Tank Diameter (ft)

1509.424 Tank Plan Area (sqft)

1050000 Total Tank Volume (gal)

31 Maximum Liquid Level to Overflow (ft)

A B C D E F

Time after start of design storm event Volume in Tanks (gal)

Total Combined

Tank Volume

Available Liquid Level (ft) Inflow to Tank (gpm)Outflow from Tank

(gpm)

(hrs) T-102 T-103 T-101 (gal) T-102 T-103 T-101 Total T-102 T-103 T-101 T-102 T-103 T-101

11.0 141809 141583 141609 625000 12.6 12.5 12.5 37.7 189 0 10.8 116 0 0

24.0 198749 141583 150033 559636 17.6 12.5 13.3 43.4 189 0 10.8 116 0 0

24.1 199187 141583 150098 559133 17.6 12.5 13.3 43.5 219 0 10.8 116 0 0

35.0 266549 141583 157161 484708 23.6 12.5 13.9 50.1 219 0 10.8 116 0 0

35.1 267167 141583 157226 484025 23.7 12.5 13.9 50.1 219 0 10.8 176 0 0

48.0 300449 141583 165585 442384 26.6 12.5 14.7 53.8 219 0 10.8 176 0 048.1 300707 141583 165650 442061 26.6 12.5 14.7 53.8 189 0 10.8 176 0 092.7 335495 141583 194550 378372 29.7 12.5 17.2 59.5 189 0 10.8 176 0 092.8 335573 141583 194615 378229 29.7 12.5 17.2 59.5 29 0 10.8 176 0 0

120.3 92645 141583 212463 603310 8.2 12.5 18.8 39.6 29 0 10.8 176 0 0

Column A represents the time in hours after the start of the design storm event. To maintain consistency with previous LLCPs, the starting time is 11.0 hours.Column B calculates the volume in each of the tanks. The value in the first row is based on the starting liquid level in each tank. The value on subsequent rows is based on the previous row's volume plus inflow minus outflow during the time elapsed between the previous row and the current row.

Column C calculates the liquid storage volume available in all three tanks by subtracting the total volume stored (Column B) from the total storage volume available in all three tanks (assumed to be 1,050,000 gallons).

Column D represents the liquid height in each tank. The value in the first row represents the assumed liquid height in each tank at the time when design storm flows from RMU-1 cells begin. The value in subsequent rows is calculated from the volume in each tank at that time divided by each tank's area.

Column E represents the flow rate into each tank at the time indicated. The flow into Tank T-102 occurs during and after the design storm event. Flow into tank T-103 is not shown because tank T-102 provides adequate capacity to manage the predicted inflows. Reference Tables 2 and 3 of this spreadsheet file for development of flows into Tank T-102. Flow into Tank T-101 is from the average daily flow rate from the groundwater extraction systems (8 gpm) and a 4000 gpd (2.8 gpm) contribution from SLF 1-11 (worst-case flow option).

Column F represents the flow rate out of each tank at the time indicated. This flow rate is based on the assumed flow to theAWTS bypass (i.e., water treatment building) of 210 gpm as stated in Assumption 11 of this calculation. Assuming a downtime of 2 hours per day, the resulting equivalent flowrate is 193 gpm. Based on a pump test performed by CWM, Tank T-100 can discharge to AWTS bypass at 77 gpm. Assuming the AWTS bypass will process 77 gpm from Tank T-100 for 24 hours (i.e., secondary containment areas), the tank farm will be able to pump to the AWTS bypass at 116 gpm (193 gpm AWTS bypass capacity - 77 gpm tank T-100 flowrate). After the liquid from secondary containment areas is discharged from Tank T-100, the full capacity of the AWTS bypass is available to the LTF. Based on information presented in Attachment 4 of Appendix B, the LTF pump P-105 in capable of operating at 176 gpm. As a result, after flows from the tank T-100 cease, outflow from the LTF is 176 gpm, as limited by pump P-105.

LTF Volume Analysis-November 2011.xls

Sheet 1 of 5

November 2011

Print Date: 11/16/2011



Table 2 - Leachate Tank Farm Inflow Calculation

Calculate design event flow from Tank T-165, RMU-1 Landfill Cells, and other sources

used as input for Table 1

Time after start of design storm event

Flow from other

sources 1

Flowrate

from T-1652

Flow rate from T-165 plus other sources

(hr) (gpm) (gpm) (gpm)

11.0 29 160 189

24.0 29 160 189

24.1 59 160 219

48.0 59 160 219

48.1 29 160 189

92.7 29 160 189

92.8 29 0 29

1

2

Flow from SLF 12, secondary containment areas and base flow from RMU-1 landfill cells (see Table 3)

Flowrate from tank T-165 is assumed to be 160 gpm. The duration of flow is based on the tank T-165 pumping rate and the stormwater runoff volume pumped from Basin K as determined in the calculation sheet entitled “Detention Basins and Tank T-165 Storage Capacity” dated August 2011, prepared by ARCADIS, as well as the additional 0.5 feet of liquid remaining in Basin K above the permit compliance level.

LTF Volume Analysis-November 2011.xlsSheet 2 of 5November 2011Print Date: 11/16/2011



Table 3- Leachate Tank Farm Inflow from Other Sources

Tabulate flows from secondary containment structures and landfill cell base flows

(aka "other sources") used as input for Table 2

Time after start of design storm event

Flow from secondary containment

areas 1Flow from SLF-12

Base Flow from RMU-1 Landfill Cells 1-

14 2Total flow rate

(hr) (gpm) (gpm) (gpm) (gpm)

0 0 1.1 28 29

24.0 0 1.1 28 29

24.1 30 1.1 28 59

48.0 30 1.1 28 59

48.1 0 1.1 28 29

92.7 0 1.1 28 29

92.8 0 1.1 28 29

1 Flow from the Leachate Tank Farm secondary containment

that is pumped to tanks T-101, T-102, or T-103 (42,765 gallons).

All other facility secondary containment liquids are not placed in

these tanks and are instead directed to Tank T-100.

2

Base flows from RMU-1 Cells 1-14 are assumed to be 2 gpm per cell and occur continuously over the duration of the simulation.




Table 4- Tank T-165 Pump Run Time

Calculate pump run time

WatershedTotal Storm Volume

[gal]1Pump Rate [gpm]2

Pump Run Time

[hr]2

Tank T-165 775,201 160 80.8

Remaining Volume in Basin K 9,124 160 1.0

Total Pump Run Time [hr] 81.7

1

2

Two stormwater runoff volumes are listed. One represents the volume collected in tank T-165 during the design storm (775,201 gallons) and the other represents the volume remaining in Basin K above the permit compliance level (9,124 gallons). The latter volume is assumed to be transferred to tank T-165 and ultimately to the LTF while the tank is being dewatered. The aforementioned volumes are obtained from the calculation sheet entitled “Detention Basins and Tank T-165 Storage Capacity,” dated August 2011, prepared by ARCADIS.

Pumping rate is assumed to be 160 gpm. The pump run time is based on the pumping rate and the total storm volume.


CWM Chemical Services, LLC

Model City, NY Facility


Table 5- Leachate Tank Farm Summary

Time after start of design storm

event

Total Combined Tank Volume

Available

Discharge throughP-105

Tanker to tank

T-1001Total

Outflow

Inflow from

P-105

Inflow from

T-100

Total Inflow to AWTS

(hrs) (gal) (gpm) (gpm) (gpm) (gpm) (gpm) (gpm)

11.0 625000 116 0 116 116 77 193

24.0 593176 116 0 116 116 77 193

24.1 592931 116 0 116 116 77 193

35.0 551860 116 0 116 116 77 193

35.1 551483 176 0 176 176 0 176

48.0 537706 176 0 176 176 0 176

48.1 537599 176 0 176 176 0 176

92.7 548611 176 0 176 176 0 176

92.8 548636 176 0 176 176 0 176

120.3 625000 176 0 176 176 0 176

Note

1. Tanker transfer from leachate tank farm to tank T-100 is not required.

Inflow to AWTSOutflow from Leachate Tank Farm


Attachment 8

Secondary Containment Area

Tanker Transfer Analysis

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Subject: Secondary Containment Area Tanker Transfer Analysis




TASK

Estimate the required storage capacity to compensate for the difference between inflow and outflow at tank T-100. Calculate the time required to discharge water collected from site secondary containment areas to tank T-100.

REFERENCES

1. RMU-1 Leachate Level Compliance Plan (LLCP) – Summary of Secondary Containment Stormwater Volumes table (included with this calculation sheet.)

ASSUMPTIONS

1. The secondary containment areas collect 234,799 gallons during the 25-year, 24-hour design storm. Of this total, 100,206 gallons are required to be collected and transferred to tank T-100 within a 24-hour period. Tanker trucks will be used to collect and transfer 64,836 gallons to tank T-100. The balance (35,370 gallons) is pumped directly to tank T-100 through existing piping systems.

2. Three tanker trucks (having capacities of 5,000 gallons, 4,000 gallons and 1,400 gallons) are used to collect and transport site secondary containment waters to tank T-100 (based on discussions with CWM).

3. Each tanker can discharge to tank T-100 at approximately 83 gallons per minute (gpm) (based on discussions with CWM).

4. Tank T-100 outflow begins 1 hour prior to offloading of first full tanker truck at tank T-100.

5. A full tanker truck arrives at tank T-100 at or before the preceding tanker is finished offloading into tank T-100 (i.e., there is no delay between departure of empty tanker trucks and arrival of full tanker trucks at tank T-100).

6. The time to disconnect one tanker truck from tank T-100 and connect the next full truck is 10 minutes.

7. At the end of the 24-hour period all three tanker trucks are empty.

8. Based on discussions with CWM, downtime associated with tanker truck refueling, shift changes, and personnel breaks can be accommodated within the tanker truck cycle time.

CALCULATIONS

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1. Required Storage Capacity to Compensate for Difference Between Tank T-100 Inflow and Outflow Rates

Since 100,206 gallons of water from the secondary containment areas must be collected and transferred to tank T-100 within a 24-hour period, an average inflow of 70 gpm (100,206 gallons ÷ 24 hours ÷ 60 minutes) is required at tank T-100. According to recent monitoring of run times at the tank T-100 pump and corresponding levels in tank T-100, the average tank outflow rate is 77 gpm. Since the tank outflow rate exceeds the inflow rate, zero storage capacity within tank T-100 is required to compensate for difference between tank T-100 inflow and outflow rates.

2. Individual and Fleet-Average Tanker Efficiencies

Based on Assumptions 2, 5, and 6, once the first tanker truck arrives at tank T-100, discharge into the tank continues uninterrupted except for the 10-minute period when one truck is disconnected from the tank and the next full truck is connected. The efficiency of each truck is therefore calculated as follows:

The tanker efficiency can be interpreted as the percentage of the total time at tank T-100 that represents actual discharge into the tank. Tanker efficiencies for the 5,000 gallon, 4,000 gallon and 1,400 gallon trucks are 85.8 percent, 82.8 percent and 62.8 percent, respectively. Supporting calculations are included as an attachment to this calculation sheet.

Because the capacity of the tanker trucks is not equal, the number of round trips made between the site secondary containment areas and tank T-100 is not expected to be the same. In general, the smaller capacity tankers (e.g., the 1,400 and 4,000 gallon tankers) would be expected to make more round trips than the 5,000 gallon tanker because they can fill up and discharge more quickly. A “return frequency” is,therefore, calculated for each truck as follows:

where,

I1 = I for Tanker No. 1I2 = I for Tanker No. 2I3 = I for Tanker No. 3

minutes10RateDischargeTankerRequired

CapacityTanker

RateDischargeTankerRequiredCapacityTanker

100TTankatTimeTotal

100TTankintoDischargetoTimeEfficiency

+=

−

−=

,III

IFrequencyReturn

321 ++=

1

Tankersallfor100TTankatTimesTotalofSum

100TTankatTimeTotalI

−

−

−=

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The return frequency for each tanker can be interpreted as the percentage of the total collection and transfer time that is spent at tank T-100. Return frequencies for the 5,000 gallon, 4,000 gallon and 1,400 gallon trucks are 20.7 percent, 25.0 percent and 54.2 percent, respectively. Supporting calculations are included as an attachment to this calculation sheet.

A weighted efficiency of 72.6 percent for the three tankers is calculated based on the efficiency and returnfrequency for each individual tanker.

3. Required Time to Discharge

The required time to discharge is determined by calculating the total volume of water that is discharged into tank T-100 from the tanker trucks and dividing it by the available discharge time and the fleet-average tanker efficiency determined above. The required time to discharge is calculated as follows:

Supporting calculations are included as an attachment to this calculation sheet.

SUMMARY

Because the tank outflow rate exceeds the inflow rate, zero storage capacity within tank T-100 is requiredto compensate for difference between tank T-100 inflow and outflow rates. The required time to discharge collected water from site secondary containment areas into tank T-100 is 17.9 hours.

hr9.71726)min/hr)(0.gpm)(60(83

gal64,836DischargetoTimeRequired

)EfficiencyTankerhtedRate)(Weig(Discharge

DischargedbetoVolumeTotalDischargetoTimeRequired

==

=

Calculations

Tanker No.

Capacity [gal]Tanker

Discharge Rate [gpm]

Time to Discharge at Tank T-100 [min]

Connect & Disconnect Time at Tank T-100

[min]

Total Time at Tank T-100 [min]

Tanker Efficiency [%]

1 5000 83.0 60.2 10 70.2 85.8

2 4000 83.0 48.2 10 58.2 82.8

3 1400 83.0 16.9 10 26.9 62.8

Tanker No.

Capacity [gal]Return Frequency at

Tank T-100 [%]

Product of Tanker Efficiency and Return

Frequency at Tank T-100

1 5000 20.7 17.8

2 4000 25.0 20.7

3 1400 54.2 34.0

72.6

5.78

Weighted Efficiency of Tanker Fleet [%]:

Individual Tanker Efficiency and Average Efficiency of Tanker Fleet

Inverse of (Total Time at Tank T-100/Sum of Total Times at Tank T-100 for all Tankers)

2.21

2.67

G:\TMProj\237\23726\Calcs\Appendix B\B-8 Secondary Containment Tanker Transfer Analysis\Tanker Analysis.xls11/16/2011

BMS

64,836

2472.683.0

17.9Required Time to Discharge [hr]:

Tanker Discharge Rate [gpm]:

Required Tanker Discharge Rate

Time Available to Discharge to Tank T-100 [hr]:

Net Volume Requiring Discharge to Tank T-100 via Tanker Trucks:

Weighted Tanker Efficiency [%]:

G:\TMProj\237\23726\Calcs\Appendix B\B-8 Secondary Containment Tanker Transfer Analysis\Tanker Analysis.xls11/16/2011

BMS

References


RMU-1 Leachate Level Compliance Plan - Summary of Secondary Containment Stormwater Volumes

Area ID # Secondary Containment Location Area

Total

Accumulated

Storage

Volume Excluded

from AWTS

Processing

Volume Transferred

Directly to LTF

Volume Transferred

Directly to AWTS prior to

tank T-100

Volume Transferred to tank

T-100 Following LLCP

Evaluation Period(ft2) (gallons) (gallons) (gallons) (gallons) (gallons) Pumped Inflow Tankered Inflow Comments

1 Tank T-52 324 808 808Drains to W/T Building & pumped into T-3009/T-

210 (Bypasses W/T)

2 Tank T-58 24952 62214 62214 Pumped back to T-58

3 SLF 1-6 Lift Station Truck Ramp 715 1781 1781

4 SLF 7/11 Leachate Collection Bldg Truck Ramp 733 1809 1809 Drains to building during 24 hr/25yr storm only

5 SLF 10 Leachate Collection Bldg Truck Ramp 715 1781 1781 Drains to building during 24 hr/25yr storm only

6 SLF 1-11 OWS Bldg Truck Ramp 715 1781 1781 Drains to building during 24 hr/25yr storm only

7 AT East Tank Farm 2612 6446 6446 Pumped back to T-210 or T-230 (Bypasses W/T)

8 AT Front Unloading Ramp and Sump 1050 5231 5231

9 Solid Separation Bldg Sump 171 426 426

10 Tanks TA-1 and TA-2 1920 4739 4739Pumped back to TA-1, TA-2, T-6001 or T-6002

(Stabilization process water)

11 Stabilization Trailer Unloading Pad 442 1101 1101

12 Stabilization Baghouses 1, 2, & 3 1911 4764 4764

13 Full Trailer Parking Area 14702 36622 36622

14 Stabilization Parking Areas (N, W, S) 10500 26156 26156

15 Drum Warehouse West Ramp 1848 4604 4604

16 Leachate Tank Farm (T-101, T-102, T-103) 17325 42765 42765Pumped back to T-101, 102, or 103 (Deducted for

gutters on tanks)

17 Tanks T-100 and T-125 Area 12210 30139 30139 Gutters on tanks T-100, 125 (Deducted tank area)

18 Tank T-130 424 1057 1057

19 Tanks T-3001 and T-3002 119 294 294

20 Tank T-3003 114 281 281

Sum 234799 72324 42765 7254 12250 35370 64836

Calculations:

Total Volume Directed to AWTS = Total Accumulated Storage - Volume Excluded from AWTS Processing - Volume Transferred Directly to LTF - Volume Transferred to Tank T-100 Following LLCP Evaluation = 107460 gallons

Notes 1. AWTS = Aqueous Wastewater Treatment System

2. LTF = Leachate Tank Farm

3. AT = Aqueous Treatment

4. N/A = Not Applicable

5. Data presented on this table is based on permit and operations information provided by CWM.

6. Secondary containment stormwwater may be discharged directly to site surface drainage features following acceptable sampling results.

Volume of Stormwater from 4-inch rain event (4 in. = 0.333 ft)

Process Methods

Volume Processed Through Tank

T-100

G:\TMProj\237\23726\Calcs\Appendix B\B-8 Secondary Containment Tanker Transfer Analysis\tbl5.xls1 of 1 Rev. 11/16/2011

Appendix C

Slope Stability Analysis

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Subject: Fill Progression Slope Stability Analysis

Prepared By: MSG Date: November 2011

Reviewed By: APC Date: November 2011

Checked By: BMS Date: November 2011

OBJECTIVE:

Evaluate the slope stability for the design grades depicted on the figure entitled RMU-1 Fill Progression and Truck Routes (Cells 1 Through 14) – Final Sequence Phase 3 for sliding and circular failure for static conditions. Maximum landfill height evaluated is 418.5 feet above mean sea level.

REFERENCES:

1. Engineering Report for CWM Chemical Services, LLC Model City Facility, Residuals Management Unit-1, EarthTech.

2. SLOPE/W 2007, Version 7.17, Geo-Slope International Ltd. Calgary, Alberta, Canada.

3. Proposed grading design for waste fill progression and capping for Cells 1 through 14 presented on Figure 1, entitled Residuals Management Unit-1 Fill Progression and Truck Routes, Cells 1 Through 14 – Final Sequence Phase 3, ARCADIS, August 2011 (revised November 2011).

4. Figure entitled Glaciolacustrine Silt/Sand Unit Potentiometric Contour Map, dated May 15, 2001, prepared by Golder Associates, Inc., January 2002.

5. RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities, United States Environmental Protection Agency (USEPA), EPA/600/R-95/051, April 1995.

6. Site-Wide Permit, Module VI, Condition E.2.

7. Shear Strength Evaluation for Slope Stability Analyses Residuals Management Unit One (RMU-1) Model City Treatment, Storage and Disposal Facility, Model City, New York, Drs. Robert M. Koerner, Robert B. Gilbert, and Timothy D. Stark and Francis T. Adams, March 2001.

8. Seismic Analysis and Design Considerations for Municipal Solid Waste Landfills, New York Association for Solid Waste Management, in cooperation with the New York State Department of Environmental Conservation and the USEPA, March 1994.

9. Figure 1 entitled Top of Glaciolacustrine Clay Unit Contours, CWM Chemical Services L.L.C., Model City, New York, prepared by Golder Associates, Inc. and dated May 2003.

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10. Figure 2 entitled Thickness Contours of Glaciolacustrine Clay Unit, CWM Chemical Services L.L.C., Model City, New York, prepared by Golder Associates, Inc. and dated May 2003.

ASSUMPTIONS:

1. The slope stability analyses provided herein have been performed using similar methods and assumptions as past RMU-1 slope stability analyses and are based on the parameters presented in the table below.

MaterialUnit Weight

Material Cohesion

Friction Angle

(pcf) (psf) (degrees)

Waste 111 0 30

Granular Operations Layer 135 0 24

Granular Primary Leachate Collection Layer 135 0 24

Textured Primary Liner 58.7 0 15

Granular Secondary Leachate Collection Layer 135 0 24

Textured Secondary Liner 58.7 0 15

Compacted Clay Layer 130 1,000 10

Structural Fill 130 2,000 0

Upper Till 130 800 10

Glaciolacustrine Clay 125 320 10

Glaciolacustrine Silt/Sand 130 0 30

Bedrock 140 2,000 40

pcf – pounds per cubic foot

The material properties in the above table were obtained from Table 2.0 of Reference 6, with the exception of the waste stength. In an October 13, 2009 letter, P.J. Carey & Associates, PC prepared a formal request on behalf of CWM to increase the internal friction angle of RMU-1 waste to 30 degrees. In a November 25, 2009 letter, the NYSDEC indicated acceptance of the increased strength parameters.

Primary Baseliner System

A cross-section of the primary baseliner system consists of the following (from top to bottom):

• Operations Layer (included as a separate layer in the analyses provided herein).

• Non-woven Geotextile (included as a separate layer in the analyses provided herein).

• Granular Layer (included as a separate layer in the analyses provided herein).

• Geotextile/Geonet or Geocomposite.

• 80-mil Textured High-Density Polyethylene (HDPE) Liner.

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• Compacted Clay Layer (CCL; included as a separate layer in the analyses provided herein).

Secondary Baseliner System

The secondary baseliner system consists of the following components (from top to bottom):

• Non-woven Geotextile (included as a separate layer [i.e., interface between CCL/NWGT] in the analyses provided herein).

• Granular Layer (included as a separate layer in the analyses provided herein).

• Geotextile/Geonet or Geocomposite.

• 80-mil Textured HDPE Membrane.

• CCL (included as a separate layer in the analyses provided herein).

Sideslope Liner System

The sideslope liner system consists of the following (from top to bottom):

• Operations Layer (included as a separate layer in the analyses provided herein).

• Geocomposite.


• Geocomposite.


• CCL (included as a separate layer in the analyses provided herein).

2. Minimum acceptable factor of safety (FOS) is 1.50 for static analyses and 1.00 for seismic analyses.

3. Cross-section A-A’ is taken along a northwest-southeast orientation and is anticipated to represent a critical condition in terms of fill progression stability.

4. The piezometric elevation in the table below has been applied to all layers below the secondary leachate collection layer. For the purposes of this analysis, the following was assumed for cross-section A-A’ based on Reference 4:

Cross-SectionElevation of Piezometric

Surface (fmsl)Ground Surface Elevation (fmsl)

A-A’ 315.5 320.0

fmsl - feet above mean sea level

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5. The analysis considered the effects of the two detention basins on the stability of the waste slopes. For the upper basin, referred to as Detention Basin K on Figure 1, a peak surface water level of El. 371.0 was assumed. For the lower basin, referred to as Detention Basin J on Figure 1, a peaksurface water level of El. 351.3 was assumed. Both basins are lined. Surface water in the basins was modeled as a surcharge pressure using a unit weight of 62.4 pcf.

6. Per the waste mass stability requirements in Reference 6, the seismic analysis was completed in accordance with the assumptions and methodology presented in EarthTech’s Engineering Report for CWM Chemical Services (Reference 1). Accordingly, a horizontal seismic coefficient of 0.055 is used for the pseudo-static analyses, as provided in Reference 1.

7. For the Glaciolacustrine Clay unit, the top elevation of the unit and its thickness is estimated from References 9 and 10, respectively. The top of the Glaciolacustrine Clay unit has been modeled as El. 305 based on the elevation contours of Figure 1. For the thickness of the Glaciolacstrine Clay unit, the contours of Figure 2 indicate that the thickness of this unit increases from the northwestern end of cross-section A-A’ to its southeastern end. Figure 2 indicates that the Glaciolacustrine Clay unit is approximately 20-feet-thick at the northwestern end of the cross-section (boring B-72). At the southeastern end, the thickness of the Glaciolacustrine Unit is estimated to be approximately 24 feet based on interpolation between the contours of Figure 2.

CALCULATIONS:

1. Static Evaluation

The slope stability calculations were performed using the SLOPE/W® computer program by Geo-Slope International, Ltd. (Reference 2). Static analyses were performed using the Spencer method, which satisfies both moment and force equilibrium. Circular searches with forced exit and entry locations were performed to evaluate failure surfaces through the waste layer and to evaluate stability of the deeper soil layers below the liner system. Sliding analyses were also completed to evaluate the stability of the liner system. The limits of the exit/entry locations were varied to estimate the critical failure surface and corresponding minimum FOS.

To evaluate a sliding failure of the liner system, the critical failure surface was assumed to occur along the weakest interface, which was presumed to be the compacted clay layer and non-woven geotextile (CCL/NWGT) interface. Thus, the compacted clay layer is modeled as bedrock in order to limit the failure surface at the CCL/NWGT interface.

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Several failure surfaces were evaluated for conditions when the detention basins are dry and also when the detention basins contain the anticipated peak water levels (as noted in Assumption 5 above). These conditions were modeled for failures through the waste and through the Glaciolacustrine Clay unit and for the sliding failure of the liner system. The critical factors of safety for these cases are provided in the table below.

Cross-Section A-A’

Static Stability Analysis (FOS)

Circular (through Waste)

Circular (through

Glaciolacustrine Clay)

Sliding (along CCL)

Basins Empty 1.66 1.76 2.50

Basins Full 3.40 1.75 2.50

Upper Basin Full, Lower

Basin Empty2.17 1.86 2.50

Because the calculated factors of safety are greater than 1.50, the static stability for the fill progression design is acceptable. Detailed output from the analyses, including figures showing the critical failure surface, is provided in Appendices A and B.

2. Seismic Evaluation

Pseudo-static stability analyses were also performed to determine the stability of the fill progression design under the original design seismic event. The pseudo-static static analyses were performed using the Spencer method. Circular searches with forced exit and entry locations were performed to evaluate failure surfaces through the waste layer and to evaluate stability of the deeper soil layers below the liner system. Sliding analyses were also completed to evaluate the stability of the liner system during a seismic event.

It should be noted that the Glaciolacustrine Clay strength was reduced by 20 percent for the circular mode calculation, as recommended in Reference 5 for saturated, normally consolidated clays. For the global analysis, the critical slip surface was first determined assuming no seismic acceleration. This slip surface was then used with the horizontal seismic coefficient equal to 0.055 (Reference 1), and a FOSwas determined for this slip surface.

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As with the static stability analysis, several failure surfaces were evaluated for conditions when the detention basins are dry and also when the detention basins contain the anticipated peak water levels (as noted in Assumption 5 above). These conditions were modeled for failures through the waste and through the Glaciolacustrine Clay unit and for the sliding failure of the liner system. The critical factors of safety for these cases are provided in the table below.

Cross-Section A-A’

Pseudo-Static Stability Analysis (FOS)

Circular (through Waste)

Circular (through

Glaciolacustrine Clay)

Sliding (along CCL)

Basins Empty 1.46 1.23 1.96

Basins Full 2.64 1.23 1.97

Upper Basin Full, Lower

Basin Empty1.81 1.29 1.96

Because the calculated factors of safety are greater than 1.00, the pseudo-static stability for the fill progression design is acceptable. Detailed output from the analyses, including figures showing the critical slip surface, is provided in Attachments C and D.

SUMMARY:

The slope stability evaluation provided herein indicates that acceptable factors of safety (i.e., greater than 1.50 for static and greater than 1.00 for pseudo-static) can be achieved for the revised fill progression design with a maximum landfill elevation of 418.5 feet for both circular and sliding block failure modes.

Appendix A

Static Stability Analysis:

Circular

Structural Fill

Upper Till

Glaciolacustrine Clay

Glaciolacustrine Silt and Sand

Geotextile (2)Primary Leachate CollectionPrimary Liner (textured 1000-2000psf)Compacted ClayGeotextileSecondary Leachate Collection

operations Layer

Secondary Compacted ClaySecondary Liner (textured)

Sideslope Liner (textured 1000-2000psf)

Structural Fill

Waste

Compacted Clay

1.66

DETENTION BASIN K

DETENTION BASIN J

Section A-A'Fill Progression Slope Stability Analysis RMU-1 Leachate Level Compliance Plan CWM Chemical Services, LLC Model City, New York

Name: Lower WasteKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 263 Last Edited By: Giampaolo, Mandy Date: 11/15/2011 Time: 10:33:57 AM File Name: STATIC‐ November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/15/2011 Last Solved Time: 10:36:02 AM

Project Settings Length(L) Units: feet Time(t) Units: Seconds Force(F) Units: lbf Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D

Analysis Settings

Lower Waste Kind: SLOPE/W Method: Spencer Settings

Apply Phreatic Correction: No PWP Conditions Source: Piezometric Line with Ru

Slip Surface Direction of movement: Right to Left Use Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack

Tension Crack Option: (none) FOS Distribution

FOS Calculation Option: Constant Advanced

Number of Slices: 30 Optimization Tolerance: 0.01 Minimum Slip Surface Depth: 0.1 ft Optimization Maximum Iterations: 2000 Optimization Convergence Tolerance: 1e‐007 Starting Optimization Points: 8 Ending Optimization Points: 16 Complete Passes per Insertion: 1 Driving Side Maximum Convex Angle: 5 ° Resisting Side Maximum Convex Angle: 1 °

Materials

Waste Model: Mohr‐Coulomb Unit Weight: 111 pcf Cohesion: 0 psf Phi: 30 ° Phi‐B: 0 ° Pore Water Pressure

Ru: 0 Include in PWP: No

operations Layer Model: Mohr‐Coulomb Unit Weight: 135 pcf Cohesion: 0 psf Phi: 24 ° Phi‐B: 0 ° Pore Water Pressure


Geotextile (2) Model: Mohr‐Coulomb Unit Weight: 58.7 pcf Cohesion: 0 psf Phi: 15 ° Phi‐B: 0 ° Pore Water Pressure


Primary Leachate Collection Model: Mohr‐Coulomb Unit Weight: 135 pcf

Cohesion: 0 psf Phi: 24 ° Phi‐B: 0 ° Pore Water Pressure


Sideslope Liner (textured 1000‐2000psf) Model: Mohr‐Coulomb Unit Weight: 58.7 pcf Cohesion: 0 psf Phi: 15 ° Phi‐B: 0 ° Pore Water Pressure


Primary Liner (textured 1000‐2000psf) Model: Mohr‐Coulomb Unit Weight: 58.7 pcf Cohesion: 0 psf Phi: 15 ° Phi‐B: 0 ° Pore Water Pressure


Compacted Clay Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 1000 psf Phi: 10 ° Phi‐B: 0 ° Pore Water Pressure


Geotextile Model: Mohr‐Coulomb Unit Weight: 58.7 pcf Cohesion: 0 psf Phi: 15 ° Phi‐B: 0 ° Pore Water Pressure


Secondary Leachate Collection Model: Mohr‐Coulomb Unit Weight: 135 pcf Cohesion: 0 psf Phi: 24 ° Phi‐B: 0 ° Pore Water Pressure


Secondary Liner (textured) Model: Mohr‐Coulomb Unit Weight: 58.7 pcf Cohesion: 0 psf Phi: 15 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1 Ru: 0 Include in PWP: No

Secondary Compacted Clay Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 1000 psf Phi: 10 ° Phi‐B: 0 ° Pore Water Pressure


Structural Fill Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 2000 psf Phi: 0 ° Phi‐B: 0 ° Pore Water Pressure


Upper Till Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 800 psf Phi: 10 °

Phi‐B: 0 ° Pore Water Pressure


Glaciolacustrine Clay Model: Mohr‐Coulomb Unit Weight: 125 pcf Cohesion: 320 psf Phi: 10 ° Phi‐B: 0 ° Pore Water Pressure


Glaciolacustrine Silt and Sand Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 0 psf Phi: 30 ° Phi‐B: 0 ° Pore Water Pressure


Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (100, 348.75) ft Left‐Zone Right Coordinate: (138, 348) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (212.44804, 377.18304) ft Right‐Zone Right Coordinate: (227.1317, 376.63639) ft Right‐Zone Increment: 15 Radius Increments: 5

Slip Surface Limits Left Coordinate: (‐75, 318) ft Right Coordinate: (525, 416.7) ft

Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Seismic Loads Horz Seismic Load: 0 Vert Seismic Load: 0

Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

Points X (ft) Y (ft)

Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285

Critical Slip Surfaces

Slip

Surface FOS Center (ft)

Radius

(ft) Entry (ft) Exit (ft)

1 585 1.66 (148.289,

433.275) 85.977

(213.431,

377.163)

(137.325,

348)

Slices of Slip Surface: 585

Slip

Surface X (ft) Y (ft)

PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 585 138.1126 347.90615 0 13.129902 0 7.6655

2 585 140 347.70575 0 115.81249 0 67.571

3 585 142.2 347.5211 0 285.60819 0 166.52

4 585 144.4 347.39315 0 440.70757 0 256.77

5 585 146.8 347.3208 0 593.94937 0 345.79

6 585 149.4 347.3151 0 743.24566 0 432.35

7 585 152 347.3881 0 875.91347 0 509.12

8 585 154.6 347.54 0 993.00546 0 576.73

9 585 157.2 347.77115 0 1095.4515 0 635.73

10 585 159.8 348.08225 0 1184.0098 0 686.59

11 585 162.4 348.47425 0 1259.3749 0 729.72

12 585 165 348.9482 0 1322.097 0 765.49

13 585 167.6 349.5055 0 1372.7273 0 794.19

14 585 170.1559 350.1355 0 1389.1932 0 803.1

15 585 172.66765 350.8372 0 1373.6531 0 793.53

16 585 175.1794 351.6222 0 1349.6471 0 779.09

17 585 177.6912 352.4929 0 1317.4134 0 759.91

18 585 180.20295 353.45215 0 1277.0796 0 736.11

19 585 182.7147 354.50315 0 1228.8958 0 707.79

20 585 185.2265 355.6496 0 1172.9073 0 675.03

21 585 187.73825 356.89585 0 1109.2639 0 637.92

22 585 190.25 358.2469 0 1038.0479 0 596.51

23 585 192.76175 359.7085 0 959.36612 0 550.88

24 585 195.2735 361.2874 0 873.30275 0 501.07

25 585 197.7853 362.99155 0 779.91745 0 447.13

26 585 200.29705 364.8303 0 679.25686 0 389.13

27 585 202.8088 366.81485 0 571.44352 0 327.12

28 585 205.3206 368.9587 0 456.56252 0 261.17

29 585 207.83235 371.2785 0 334.83518 0 191.4

30 585 210.3441 373.79495 0 206.45282 0 117.95

31 585 212.51555 376.1343 0 69.915448 0 39.914

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

3.40DETENTION BASIN K

DETENTION BASIN J


Name: Lower Waste, both Basins fullKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste, both Basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Lower Waste, both Basins full Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (100, 348.75) ft Left‐Zone Right Coordinate: (150, 353.55) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (249.99925, 365.38837) ft Right‐Zone Right Coordinate: (300, 381.43333) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads

Surcharge Load 1 Surcharge (Unit Weight): 62.4 pcf Direction: Vertical

Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Regions

Material Points

Area

(ft²)

Regi Structural 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90 2800.8

on 1 Fill 53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 962 3.40 (170.963,

497.699) 154.12

(249.999,

365.388)

(134.315,

348)


Slip


PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 962 136.60745 347.4757 0 294.31406 0 170.05

2 962 140.55 346.61925 0 440.49696 0 254.49

3 962 143.85 345.9922 0 600.81371 0 347.1

4 962 147.45 345.3963 0 828.21407 0 478.45

5 962 151.35 344.84505 0 1118.9548 0 646.36

6 962 155.25 344.39495 0 1392.5 0 804.35

7 962 159.15 344.0452 0 1649.5173 0 952.76

8 962 163.05 343.79505 0 1890.5287 0 1091.9

9 962 166.95 343.644 0 2116.0001 0 1222.1

10 962 170.8409 343.59165 0 2288.7981 0 1321.8

11 962 174.7227 343.6375 0 2410.2917 0 1391.9

12 962 178.60455 343.78125 0 2518.7574 0 1454.5

13 962 182.4864 344.02315 0 2614.37 0 1509.6

14 962 186.3682 344.3637 0 2697.5209 0 1557.5

15 962 190.25 344.80355 0 2767.9931 0 1598.2

16 962 194.1318 345.34355 0 2826.4739 0 1631.8

17 962 198.0136 345.98475 0 2872.6574 0 1658.4

18 962 201.89545 346.7285 0 2906.7794 0 1678.1

19 962 205.7773 347.5763 0 2928.8548 0 1690.8

20 962 209.6591 348.5299 0 2939.1787 0 1696.7

21 962 213.475 349.5715 0 2869.2389 0 1656.1

22 962 217.225 350.6997 0 2720.714 0 1570.4

23 962 220.975 351.9331 0 2563.4493 0 1479.6

24 962 224.725 353.27435 0 2397.565 0 1383.7

25 962 228.58335 354.7719 0 2122.6689 0 1225

26 962 232.55 356.43615 0 1741.1261 0 1004.8

27 962 236.51665 358.23305 0 1353.3653 0 780.96

28 962 240.41655 360.1329 0 1018.9094 0 587.93

29 962 244.24965 362.1366 0 736.2715 0 424.82

30 962 248.0827 364.28055 0 445.77315 0 257.19

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

2.17

DETENTION BASIN K

DETENTION BASIN J


Name: Lower Waste, with Basin K fullKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste, with Basin K full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Lower Waste, with Basin K full Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (124.99387, 352.47482) ft Left‐Zone Right Coordinate: (175, 365.02857) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (234.99877, 372.7359) ft Right‐Zone Right Coordinate: (265, 365.18) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads

Surcharge Load 1 Surcharge (Unit Weight): 62.4 pcf Direction: Normal

Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 290 2.17 (151.732,

494.804) 147.763

(234.999,

372.736)

(134.92,

348)


Slip


PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 290 136.9101 347.79935 0 25.347449 0 14.68

2 290 140.55 347.4735 0 168.24647 0 97.413

3 290 143.85 347.26015 0 394.98231 0 228.65

4 290 147.17145 347.1204 0 608.26145 0 352.03

5 290 150.5143 347.055 0 808.41264 0 467.77

6 290 153.85715 347.06525 0 994.55522 0 575.38

7 290 157.2 347.1512 0 1167.2425 0 675.14

8 290 160.54285 347.31295 0 1326.8865 0 767.32

9 290 163.8857 347.5508 0 1473.8725 0 852.17

10 290 167.22855 347.86505 0 1608.6466 0 929.89

11 290 170.5423 348.2521 0 1699.8927 0 982.46

12 290 173.8269 348.7113 0 1749.2939 0 1010.8

13 290 177.1115 349.24605 0 1789.1099 0 1033.6

14 290 180.39615 349.8572 0 1819.5296 0 1051

15 290 183.6808 350.5457 0 1840.791 0 1063.1

16 290 186.9654 351.31265 0 1852.9732 0 1069.9

17 290 190.25 352.1594 0 1856.2661 0 1071.6

18 290 193.5346 353.08735 0 1850.7628 0 1068.2

19 290 196.8192 354.09805 0 1836.6086 0 1059.8

20 290 200.10385 355.1933 0 1813.8275 0 1046.5

21 290 203.3885 356.37515 0 1782.5589 0 1028.2

22 290 206.6731 357.6459 0 1742.8254 0 1005.1

23 290 209.9577 359.00795 0 1694.6852 0 977.17

24 290 213.475 360.5746 0 1570.8987 0 905.61

25 290 217.225 362.3643 0 1373.1666 0 791.43

26 290 220.975 364.28625 0 1168.4405 0 673.28

27 290 224.725 366.3464 0 956.80002 0 551.2

28 290 227.9998 368.25545 0 707.86096 0 407.71

29 290 230.7994 369.9858 0 424.7398 0 244.59

30 290 233.599 371.8042 0 141.02218 0 81.195

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.76

DETENTION BASIN K

DETENTION BASIN J


Name: GlobalKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Global Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (‐75, 318) ft Left‐Zone Right Coordinate: (‐25, 322.60312) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (200, 373.34239) ft Right‐Zone Right Coordinate: (249.99925, 365.38837) ft Right‐Zone Increment: 15 Radius Increments: 10


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 1150 1.76 (56.584,

491.803) 206.394

(227.677,

376.366)

(‐54.7304,

318)


Slip

Surfac

e

X (ft) Y (ft) PWP (psf) Base Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strengt

h (psf)

1 1150 ‐52.72865 316.75 0 1122.4924 0 2000

2 1150 ‐49.513455 314.77275 0 1366.975 0 2000

3 1150 ‐45.284885 312.3341 0 1807.7748 0 2000

4 1150 ‐39.484885 309.15785 395.7566 2097.4814 0 1097

5 1150 ‐34.15 306.44475 565.05135 2636.5541 0 1161.8

6 1150 ‐25.2 302.4325 815.40937 3012.4746 0 704.34

7 1150 ‐11.8 297.2086 1141.3603 3631.6379 0 756.07

8 1150 ‐2.15 293.96195 1343.9684 3811.4346 0 752.33

9 1150 1.45 292.91185 1409.4787 3733.2165 0 727.19

10 1150 3.2 292.4343 1439.2954 3773.0791 0 729.01

11 1150 6.05 291.7024 1484.963 4022.962 0 764.98

12 1150 13.316665 290.06585 1587.071 4683.9915 0 863.48

13 1150 23.75 288.1061 1709.4041 5533.019 0 991.73

14 1150 34.183335 286.69545 1797.364 6292.6795 0 1110.4

15 1150 42.05 285.93865 1844.635 6799.3026 0 1191.7

16 1150 45.7 285.69875 1859.6086 7014.2257 0 1227.1

17 1150 49.1 285.55885 1868.3329 7067.2239 0 1235.2

18 1150 52.75 285.44855 1875.196 7046.3824 0 1230.5

19 1150 54.5 285.42025 1877.0043 7036.1412 0 1228.5

20 1150 57.213005 285.42195 1876.8734 7012.8293 0 1224.6

21 1150 62.263005 285.5068 1871.5187 6955.4322 0 1215.7

22 1150 66.3 285.64145 1863.1819 6887.355 0 1205.4

23 1150 68.6 285.76215 1855.6652 6800.2639 0 1191.6

24 1150 69.85 285.83595 1851.0313 6736.7082 0 1181.2

25 1150 70.55 285.8829 1848.118 6757.7483 0 1185.5

26 1150 73.4 286.10825 1834.0553 6785.8401 0 1193.1

27 1150 76.7 286.3942 1816.2112 6808.4285 0 1200.4

28 1150 81.975 287.02215 1777.0355 6852.0912 0 1215.3

29 1150 90.525 288.2651 1699.4575 6893.0072 0 1236.7

30 1150 100 290.09725 1585.1381 6879.8358 0 1255.1

31 1150 110.4 292.6215 1427.6551 6800.2053 0 1269.4

32 1150 117.3 294.54975 1307.295 6645.2617 0 1263.6

33 1150 119.54155 295.24645 1263.816 6520.2634 0 1249.3

34 1150 121.04155 295.735 1233.3351 6440.9756 0 1240.8

35 1150 122.2 296.11715 1209.4913 6368.5134 0 1232.2

36 1150 122.5 296.2179 1203.206 6335.8553 0 1227.6

37 1150 122.7 296.28545 1199.0014 6311.406 0 1224

38 1150 122.85 296.33625 1195.8485 6291.5817 0 1221.1

39 1150 123.2 296.4555 1188.3849 6248.6631 0 1214.8

40 1150 125.2 297.15705 1144.6099 6039.5482 0 1185.7

41 1150 127.1 297.829 1102.6728 5842.4201 0 1158.4

42 1150 127.4 297.93825 1095.8283 5805.3114 0 1153

43 1150 128.41335 298.31385 1072.4284 5698.8157 0 1138.3

44 1150 129.61335 298.76135 1044.4887 5574.8155 0 1121.4

45 1150 131.1 299.3344 1008.7454 5419.6604 0 1100.4

46 1150 132.6 299.91785 972.33168 5256.5505 0 1078

47 1150 133.4 300.2372 952.38449 5166.6 0 1065.7

48 1150 134.95 300.86865 912.9964 5057.7137 0 1053.4

49 1150 136.1 301.34135 883.49519 4996.5372 0 1047.8

50 1150 136.3 301.42495 878.26467 4984.197 0 1046.6

51 1150 136.5 301.5088 873.03713 4970.9364 0 1045.2

52 1150 137.3 301.84825 851.85606 4925.3558 0 1040.9

53 1150 138.45 302.34015 821.17499 4859.3242 0 1034.7

54 1150 141.6256 303.7673 732.11271 4807.7646 0 1041.4

55 1150 144.9256 305.27205 638.2274 4689.3869 0 1516.8

56 1150 149.7764 307.70885 486.16858 4595.3649 0 1527.1

57 1150 156.6622 311.32055 260.79432 4398.9665 0 1732.3

58 1150 159.43965 312.8641 164.4792 4465.2278 0 1157.3

59 1150 160.43745 313.44385 0 4265.2977 0 1905.3

60 1150 161.4311 314.02365 0 4411.369 0 1187

61 1150 162.7451 314.81015 0 4240.4113 0 1750.4

62 1150 163.95365 315.5356 0 4203.0309 0 1743.9

63 1150 164.1705 315.66795 0 4346.1084 0 1169.6

64 1150 165.11195 316.2488 0 4146.5076 0 1852.8

65 1150 166.04985 316.82975 0 4297.0889 0 1156.6

66 1150 166.97 317.41105 0 4094.2423 0 1829.7

67 1150 168.31765 318.27045 0 3929.3101 0 2275.9

68 1150 173.17 321.56975 0 3731.9821 0 2162.4

69 1150 181.71 327.7509 0 3345.6418 0 1939.7

70 1150 190.25 334.6393 0 2911.7069 0 1689.3

71 1150 198.79 342.3334 0 2428.4862 0 1410

72 1150 207.33 350.96635 0 1893.6024 0 1100.4

73 1150 215.35 360.05585 0 1248.5653 0 726.16

74 1150 222.85 369.6804 0 509.09077 0 296.34

75 1150 227.1384 375.576 0 71.059587 0 41.67

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.75

DETENTION BASIN K

DETENTION BASIN J


Name: Global Lower, with Basins fullKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Lower, with Basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 269 Last Edited By: Giampaolo, Mandy Date: 11/17/2011 Time: 12:55:54 PM File Name: STATIC‐ November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/17/2011 Last Solved Time: 12:56:18 PM


Analysis Settings

Global Lower, with Basins full Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (‐75, 318) ft Left‐Zone Right Coordinate: (‐25, 322.60312) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (215, 377.132) ft Right‐Zone Right Coordinate: (275, 369.7) ft Right‐Zone Increment: 15 Radius Increments: 10


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi Structural 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90 2800.8

on 1 Fill 53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 1458 1.75 (63.054,

488.444) 203.339

(231.462,

374.489)

(‐47.9909,

318.104)


Slip

Surfac

e

X (ft) Y (ft) PWP (psf)

Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 1458 ‐45.940545 316.80195 0 1240.1583 0 2000

2 1458 ‐40.29512 313.37765 0 1927.5011 0 2000

3 1458 ‐36.119585 310.93105 0 2402.4715 0 2000

4 1458 ‐33.569585 309.543 371.72338 2250.1751 0 1131.2

5 1458 ‐28.13357 306.7396 546.64837 2657.5029 0 1172.2

6 1458 ‐21.73357 303.654 739.19563 2873.3157 0 696.3

7 1458 ‐15.3 300.84615 914.40342 3213.1393 0 725.33

8 1458 ‐8.3 298.07245 1087.4787 3520.009 0 748.91

9 1458 ‐2.15 295.86335 1225.3313 3595.0009 0 737.86

10 1458 1.45 294.6641 1300.1442 3535.7842 0 714.22

11 1458 3.2 294.1157 1334.3894 3585.3501 0 716.92

12 1458 6.05 293.27055 1387.12 3852.4607 0 754.71

13 1458 13.316665 291.3553 1506.6312 4555.4871 0 857.63

14 1458 23.75 289.0107 1652.9027 5460.8699 0 991.49

15 1458 34.183335 287.2341 1763.8202 6272.6573 0 1115.1

16 1458 42.05 286.21035 1827.6782 6816.1656 0 1199.7

17 1458 45.7 285.84945 1850.1747 7047.6914 0 1236.5

18 1458 49.1 285.5987 1865.8404 7114.8519 0 1245.6

19 1458 52.75 285.37015 1880.1014 7108.4557 0 1242

20 1458 54.5 285.28565 1885.3296 7105.005 0 1240.5

21 1458 57.213005 285.201 1890.6518 7092.1746 0 1237.3

22 1458 62.263005 285.12635 1895.3009 7053.7129 0 1229.7

23 1458 66.3 285.13445 1894.8001 7000.3575 0 1220.4

24 1458 68.6 285.18365 1891.7503 6921.9686 0 1207

25 1458 69.85 285.2187 1889.5437 6862.1641 0 1196.9

26 1458 70.55 285.244 1887.9889 6886.1356 0 1201.4

27 1458 73.4 285.38145 1879.3886 6925.1488 0 1209.8

28 1458 76.7 285.5659 1867.8795 6960.2733 0 1218

29 1458 81.975 286.0328 1838.7677 7023.65 0 1234.3

30 1458 90.525 287.0154 1777.4644 7096.1831 0 1257.9

31 1458 100 288.55955 1681.0449 7117.4226 0 1278.7

32 1458 110.4 290.76615 1543.3686 7074.9962 0 1295.5

33 1458 117.3 292.4822 1436.3086 6944.1472 0 1291.3

34 1458 119.54155 293.1094 1397.1401 6826.3136 0 1277.4

35 1458 121.04155 293.5512 1369.6123 6751.5608 0 1269.1

36 1458 122.2 293.8972 1348.0056 6682.981 0 1260.8

37 1458 122.5 293.98855 1342.3278 6651.1521 0 1256.2

38 1458 122.7 294.0498 1338.5111 6627.5467 0 1252.7

39 1458 122.85 294.09585 1335.6132 6608.007 0 1249.8

40 1458 123.2 294.2041 1328.8683 6566.0902 0 1243.5

41 1458 125.2 294.8427 1289.0122 6362.588 0 1214.7

42 1458 127.1 295.4548 1250.821 6171.0585 0 1187.7

43 1458 127.4 295.55455 1244.5775 6137.5125 0 1182.9

44 1458 128.41335 295.8979 1223.1498 6063.6504 0 1173.6

45 1458 129.61335 296.3072 1197.6238 5978.313 0 1163

46 1458 131.1 296.83265 1164.8539 5870.7977 0 1149.8

47 1458 132.6 297.368 1131.4375 5755.464 0 1135.4

48 1458 133.4 297.66155 1113.1419 5690.7785 0 1127.2

49 1458 134.95 298.2428 1076.8283 5601.2889 0 1117.8

50 1458 136.1 298.6782 1049.6717 5543.0319 0 1112.4

51 1458 136.3 298.7553 1044.8603 5531.4487 0 1111.2

52 1458 136.5 298.83265 1040.0518 5518.9372 0 1109.8

53 1458 137.3 299.14595 1020.4591 5475.8075 0 1105.7

54 1458 138.45 299.60015 992.14852 5413.2858 0 1099.6

55 1458 142.2 301.1745 893.91433 5272.8259 0 1092.2

56 1458 148.13785 303.7846 731.03722 5128.6571 0 1095.4

57 1458 155.43185 307.37545 506.97279 4915.5316 0 1577.4

58 1458 162.6639 311.19855 268.40836 4702.3073 0 1781.8

59 1458 165.4057 312.74285 172.0469 4763.2939 0 1230.3

60 1458 166.3907 313.32285 0 4546.04 0 2024.1

61 1458 167.36115 313.89665 0 4706.1332 0 1261

62 1458 168.20625 314.40625 0 4551.5756 0 1802.5

63 1458 169.4098 315.13825 0 4503.9578 0 1794.1

64 1458 169.9592 315.47555 0 4619.872 0 1237.9

65 1458 170.1156 315.57235 0 4618.825 0 1237.5

66 1458 171.00545 316.129 0 4388.845 0 1954.1

67 1458 171.9313 316.7102 0 4538.0809 0 1216

68 1458 172.83965 317.2917 0 4306.2329 0 1917.3

69 1458 178.3458 321.0482 0 3925.493 0 2266.4

70 1458 187.847 328.01545 0 3481.6951 0 2009.9

71 1458 197.3482 335.89285 0 2976.9588 0 1718.2

72 1458 206.8494 344.83155 0 2408.0623 0 1389.5

73 1458 215.35 353.83075 0 1748.2203 0 1008.4

74 1458 222.85 362.8443 0 1016.095 0 585.83

75 1458 229.031 371.05235 0 320.28134 0 184.57

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.86

DETENTION BASIN K

DETENTION BASIN J


Name: Global Upper. with Basin K FullKind: SLOPE/WMethod: SpencerFile Name: STATIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Upper. with Basin K Full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Global Upper. with Basin K Full Kind: SLOPE/W Method: Spencer Settings






Materials



































Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 962 1.86 (111.701,

653.246) 367.876

(388.012,

410.378)

(‐43.3779,

319.655)


Slip

Surfac

e


Stress (psf)

Friction

al

Strength

(psf)

Cohesive

Strength

(psf)

1 962 ‐40.03897 318.1429 0 1043.3153 0 2000

2 962 ‐35.40386 316.0655 0 1485.6547 0 2000

3 962 ‐32.85386 314.9642 0 1667.0572 0 2000

4 962 ‐26.86206 312.50175 0 2008.1334 0 2000

5 962 ‐20.46206 309.93525 347.25615 2077.4166 0 1105.1

6 962 ‐12.831143 307.1477 521.17998 2424.2964 0 1135.5

7 962 ‐5.831143 304.65235 676.91349 2584.466 0 656.34

8 962 ‐2.15 303.4422 752.41511 2562.4133 0 639.12

9 962 1.45 302.28125 824.83824 2509.9144 0 617.1

10 962 3.2 301.7359 858.8894 2564.6048 0 620.74

11 962 6.05 300.87435 912.64141 2843.0097 0 660.37

12 962 15.925 298.14915 1082.7144 3841.4462 0 806.42

13 962 31.575 294.2919 1323.4043 5301.5997 0 1021.4

14 962 42.05 292.0342 1464.2717 6203.8316 0 1155.7

15 962 45.7 291.34085 1507.5355 6498.32 0 1199.9

16 962 49.1 290.74405 1544.7808 6625.475 0 1215.8

17 962 52.75 290.12665 1583.3107 6683.6944 0 1219.3

18 962 54.5 289.845 1600.8898 6712.3575 0 1221.3

19 962 57.213005 289.43485 1626.4562 6751.8379 0 1223.7

20 962 62.263005 288.71865 1671.1509 6814.2595 0 1226.8

21 962 66.3 288.18465 1704.494 6844.3561 0 1226.2

22 962 68.6 287.90565 1721.877 6813.6564 0 1217.8

23 962 69.85 287.7587 1731.0548 6779.6969 0 1210.2

24 962 70.55 287.6796 1736.0361 6820.5614 0 1216.5

25 962 73.4 287.37695 1754.8886 6928.011 0 1232.1

26 962 76.7 287.0406 1775.8574 7043.4032 0 1248.7

27 962 86.25 286.3519 1818.8458 7393.9289 0 1303

28 962 105.2 285.5749 1867.3044 8003.5571 0 1401.9

29 962 117.3 285.4169 1877.1942 8267.8654 0 1446.8

30 962 119.54155 285.45435 1874.8933 8226.5084 0 1439.9

31 962 121.04155 285.49025 1872.5988 8204.7447 0 1436.5

32 962 122.2 285.5203 1870.7377 8176.1682 0 1431.8

33 962 122.5 285.52895 1870.1939 8153.9856 0 1428

34 962 122.7 285.5349 1869.8133 8136.359 0 1424.9

35 962 122.85 285.5394 1869.54 8121.764 0 1422.4

36 962 123.2 285.55025 1868.9197 8090.7117 0 1417

37 962 125.2 285.62205 1864.3908 7953.4643 0 1393.6

38 962 127.1 285.6929 1859.9683 7824.8856 0 1371.7

39 962 127.4 285.70555 1859.1545 7798.3879 0 1367.2

40 962 128.41335 285.75135 1856.3292 7729.0538 0 1355.4

41 962 129.61335 285.80685 1852.9158 7649.4623 0 1342

42 962 131.1 285.8842 1848.0084 7549.8971 0 1325.4

43 962 132.6 285.96465 1843.0186 7442.9598 0 1307.4

44 962 133.4 286.01125 1840.0909 7382.9242 0 1297.3

45 962 134.95 286.1073 1834.0885 7338.1599 0 1290.5

46 962 136.1 286.18045 1829.5622 7326.3308 0 1289.2

47 962 136.3 286.1938 1828.6982 7322.5755 0 1288.6

48 962 136.5 286.20725 1827.8824 7317.8154 0 1288

49 962 137.3 286.2628 1824.4238 7307.2434 0 1286.7

50 962 138.45 286.34445 1819.2825 7290.9823 0 1284.8

51 962 142.2 286.6518 1800.1444 7416.1963 0 1310.2

52 962 151.00315 287.5177 1746.1304 7747.3301 0 1378.1

53 962 162.0094 288.8689 1661.7375 8122.3798 0 1459.1

54 962 168.20625 289.73655 1607.6481 8317.4104 0 1503.1

55 962 173.125 290.55995 1556.3 8378.3268 0 1522.9

56 962 185.9125 293.0396 1401.5134 8459.4104 0 1564.4

57 962 203.0375 296.999 1154.4842 8484.6956 0 1612.4

58 962 219.1 301.48415 874.60954 8133.3523 0 1599.9

59 962 228.43195 304.387 693.45945 7621.0137 0 1541.5

60 962 233.31945 306.0704 588.4089 7084.6587 0 1945.4

61 962 237.4375 307.5272 497.48383 6667.7605 0 1888

62 962 238.8129 308.02885 466.20015 6536.3388 0 1870.3

63 962 242.85755 309.5682 370.14468 6209.4276 0 2029.6

64 962 246.8301 311.0874 275.34521 5979.0735 0 1528.3

65 962 248.26105 311.65835 0 5735.9281 0 2553.8

66 962 249.68655 312.2294 0 5764.635 0 1544.6

67 962 250.46095 312.54415 0 5649.1322 0 1996.1

68 962 252.19815 313.2588 0 5541.7014 0 1977.1

69 962 253.62435 313.8493 0 5538.4757 0 1484

70 962 254.98055 314.42175 0 5337.2924 0 2376.2

71 962 256.332 314.99425 0 5399.7086 0 1446.8

72 962 257.0323 315.29485 0 5234.3972 0 2330.5

73 962 258.13705 315.7724 0 5171.0659 0 2302.3

74 962 262.3824 317.6692 0 4862.7726 0 2807.6

75 962 271.8 322.0977 0 4503.0606 0 2599.9

76 962 286.8 329.88355 0 4223.2951 0 2438.5

77 962 303.575 339.4978 0 3886.3687 0 2244.1

78 962 318.725 349.28965 0 3373.2819 0 1948

79 962 333.875 360.19185 0 2782.4986 0 1607

80 962 349.025 372.3343 0 2112.1985 0 1220

81 962 364.175 385.8872 0 1360.4819 0 785.96

82 962 379.325 401.07985 0 525.62513 0 303.75

83 962 387.45575 409.74855 0 46.270248 0 28.253

Appendix B

Static Stability Analysis:

Sliding

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

2.50

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCLKind: SLOPE/WMethod: SpencerFile Name: STATIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 264 Last Edited By: Giampaolo, Mandy Date: 11/15/2011 Time: 10:39:14 AM File Name: STATIC‐ Sliding November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/15/2011 Last Solved Time: 10:39:28 AM


Analysis Settings

Along CCL Kind: SLOPE/W Method: Spencer Settings






Materials






















Secondary Compacted Clay Model: Bedrock (Impenetrable) Pore Water Pressure




Upper Till Model: Mohr‐Coulomb Unit Weight: 130 pcf Cohesion: 800 psf Phi: 10 ° Phi‐B: 0 ° Pore Water Pressure

Piezometric Line: 1 Ru: 0

Include in PWP: No





Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (55, 339.42019) ft Left‐Zone Right Coordinate: (85, 343.69198) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (410, 412.69048) ft Right‐Zone Right Coordinate: (440, 416.44359) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 363 2.50 (196.535,

625.458) 316.492

(433.916,

416.132)

(61.1994,

339.361)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 363 64.349725 337.9124 0 768.6028 0 2000

2 363 68.00418 336.24015 0 959.71986 0 2000

3 363 69.10418 335.754 0 479.7942 0 213.95

4 363 69.85 335.4264 0 507.65189 0 226.36

5 363 70.415325 335.18045 0 580.72483 0 258.95

6 363 70.965325 334.9418 0 612.70559 0 164.4

7 363 71.523975 334.7013 0 659.31209 0 176.9

8 363 73.823975 333.8973 0 812.88801 0 218.05

9 363 80.475 331.69325 0 1355.8685 0 363.7

10 363 90.025 328.52855 0 2160.3843 0 579.51

11 363 100 325.223 0 3000.7749 0 804.93

12 363 110.4 321.7766 0 3876.9022 0 1040

13 363 117.3 319.49005 0 4374.0284 0 1173.3

14 363 120.5 318.42965 0 4495.5865 0 1205.9

15 363 122.2 317.8663 0 4553.7269 0 1221.5

16 363 122.49145 317.7634 0 4654.4399 0 1248.7

17 363 122.59145 317.72475 0 4411.1608 0 1183

18 363 122.7 317.6987 0 4405.0522 0 1181.3

19 363 123.15 317.5913 0 4381.6698 0 1175

20 363 124.0224 317.38495 0 4351.0869 0 1166.8

21 363 125.9224 316.9467 0 4436.3337 0 1977

22 363 127.63795 316.556 0 4375.4121 0 1949.9

23 363 128.44715 316.3768 0 4201.2475 0 1126.6

24 363 130.7368 315.8865 0 4220.7688 0 1744.9

25 363 133.2276 315.36275 0 4131.8274 0 1729.2

26 363 135.44465 314.9216 0 4141.0498 0 1730.8

27 363 137.49465 314.52175 0 4077.7922 0 1093.4

28 363 138.077 314.41135 0 4082.8866 0 1094.8

29 363 138.527 314.32735 0 4212.9553 0 1877.3

30 363 141.71625 313.7625 0 4450.9841 0 1983.3

31 363 145.01625 313.1874 144.30482 4578.8991 0 1189

32 363 151.1086 312.96355 158.27664 4755.3396 0 1232.1

33 363 162.11485 312.70975 174.11325 5401.6783 0 1401.1

34 363 168.20625 312.5859 181.84347 5762.772 0 1495.8

35 363 173.125 312.4859 188.07948 5973.6769 0 1550.7

36 363 179.5645 312.355 196.24964 6232.4656 0 1617.9

37 363 190.10375 312.14075 209.62014 6655.8658 0 1727.8

38 363 205.01425 311.8376 228.53708 7255.4525 0 1883.4

39 363 219.1 311.5512 246.40241 7520.4458 0 1949.5

40 363 230.50375 311.31935 260.87306 7308.5947 0 1888.9

41 363 235.10625 311.3258 260.47275 6763.9246 0 1742.4

42 363 236.09 311.4475 0 6726.2373 0 2994.9

43 363 237.4375 311.62185 0 6618.8452 0 2947

44 363 240.36205 312.0207 0 6385.3014 0 2842.9

45 363 242.8188 312.369 0 6179.4402 0 1655.5

46 363 247.20675 313.0722 0 5843.709 0 2030.3

47 363 251.29375 313.7391 0 5534.789 0 1975.8

48 363 252.09095 313.8805 0 5518.7862 0 1478.4

49 363 254.99495 314.42145 0 5445.4103 0 2424.2

50 363 257.8546 314.9633 0 5372.1633 0 1439.1

51 363 259.4138 315.277 0 5327.9227 0 2371.9

52 363 261.61875 315.73215 0 5258.8456 0 2341.1

53 363 264.3618 316.32375 0 5171.1509 0 2985.3

54 363 271.8 318.1035 0 5239.7524 0 3024.8

55 363 286.8 322.2628 0 5470.3273 0 3157.6

56 363 302.49285 327.30925 0 5518.3153 0 3184.9

57 363 315.47855 332.25065 0 5354.7536 0 3090.2

58 363 328.46425 337.86305 0 5127.0888 0 2958.5

59 363 341.45 344.18675 0 4834.7127 0 2789.5

60 363 354.43575 351.27115 0 4476.7046 0 2582.7

61 363 367.42145 359.1771 0 4051.84 0 2337.3

62 363 380.40715 367.98065 0 3558.3712 0 2052.4

63 363 394.45 378.6723 0 2711.762 0 1563.9

64 363 407.25 389.41385 0 1867.4112 0 1076.9

65 363 413.75 395.2801 0 1528.6456 0 881.45

66 363 416.35 397.763 0 1389.3038 0 801.1

67 363 425.8079 407.59895 0 644.57946 0 371.66

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

2.50

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCL, both basins fullKind: SLOPE/WMethod: SpencerFile Name: STATIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL, both basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Along CCL, both basins full Kind: SLOPE/W Method: Spencer Settings






Materials




























Include in PWP: No







Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi Structural 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90 2800.8

on 1 Fill 53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 363 2.50 (196.535,

625.458) 316.492

(433.916,

416.132)

(61.1994,

339.361)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 363 64.349725 337.9124 0 767.46355 0 2000

2 363 68.00418 336.24015 0 958.63236 0 2000

3 363 69.10418 335.754 0 479.60216 0 213.86

4 363 69.85 335.4264 0 507.43807 0 226.27

5 363 70.415325 335.18045 0 580.49295 0 258.84

6 363 70.965325 334.9418 0 612.5352 0 164.35

7 363 71.523975 334.7013 0 659.12791 0 176.85

8 363 73.823975 333.8973 0 812.71092 0 218

9 363 80.475 331.69325 0 1355.5703 0 363.62

10 363 90.025 328.52855 0 2159.9867 0 579.38

11 363 100 325.223 0 3000.136 0 804.75

12 363 110.4 321.7766 0 3876.0808 0 1039.7

13 363 117.3 319.49005 0 4372.9117 0 1173

14 363 120.5 318.42965 0 4494.3209 0 1205.6

15 363 122.2 317.8663 0 4552.5404 0 1221.2

16 363 122.49145 317.7634 0 4653.2216 0 1248.4

17 363 122.59145 317.72475 0 4410.3645 0 1182.7

18 363 122.7 317.6987 0 4404.2743 0 1181.1

19 363 123.15 317.5913 0 4380.975 0 1174.8

20 363 124.0224 317.38495 0 4350.3415 0 1166.6

21 363 125.9224 316.9467 0 4435.2723 0 1976.6

22 363 127.63795 316.556 0 4386.3867 0 1954.8

23 363 128.44715 316.3768 0 4239.6874 0 1136.9

24 363 130.7368 315.8865 0 4335.0763 0 1765.1

25 363 133.2276 315.36275 0 4328.987 0 1764

26 363 135.44465 314.9216 0 4360.2034 0 1769.5

27 363 137.49465 314.52175 0 4300.0918 0 1153

28 363 138.077 314.41135 0 4305.0594 0 1154.3

29 363 138.527 314.32735 0 4441.3344 0 1979

30 363 141.71625 313.7625 0 4580.9028 0 2041.2

31 363 145.01625 313.1874 144.30482 4594.5024 0 1193.2

32 363 151.1086 312.96355 158.27664 4755.0722 0 1232

33 363 162.11485 312.70975 174.11325 5401.3079 0 1401

34 363 168.20625 312.5859 181.84347 5762.4117 0 1495.7

35 363 173.125 312.4859 188.07948 5973.322 0 1550.6

36 363 179.5645 312.355 196.24964 6232.2399 0 1617.7

37 363 190.10375 312.14075 209.62014 6655.8658 0 1727.7

38 363 205.01425 311.8376 228.53708 7254.9971 0 1883.2

39 363 219.1 311.5512 246.40241 7519.7792 0 1949.4

40 363 230.50375 311.31935 260.87306 7308.0825 0 1888.8

41 363 235.10625 311.3258 260.47275 6763.8536 0 1742.4

42 363 236.09 311.4475 0 6726.0632 0 2994.8

43 363 237.4375 311.62185 0 6618.3786 0 2946.9

44 363 240.36205 312.0207 0 6440.8812 0 2867.7

45 363 242.8188 312.369 0 6307.9481 0 1690

46 363 247.20675 313.0722 0 6101.4604 0 2075.7

47 363 251.29375 313.7391 0 5903.272 0 2040.8

48 363 252.09095 313.8805 0 5886.2295 0 1576.9

49 363 254.99495 314.42145 0 5808.1374 0 2585.7

50 363 257.8546 314.9633 0 5730.742 0 1535.2

51 363 259.4138 315.277 0 5683.8303 0 2530.3

52 363 261.61875 315.73215 0 5611.384 0 2497.9

53 363 264.3618 316.32375 0 5518.16 0 3185.8

54 363 271.8 318.1035 0 5410.7349 0 3123.5

55 363 286.8 322.2628 0 5470.8482 0 3157.8

56 363 302.49285 327.30925 0 5518.7507 0 3185.1

57 363 315.47855 332.25065 0 5355.3245 0 3090.5

58 363 328.46425 337.86305 0 5127.7188 0 2958.9

59 363 341.45 344.18675 0 4835.4657 0 2789.9

60 363 354.43575 351.27115 0 4477.5054 0 2583.1

61 363 367.42145 359.1771 0 4052.6825 0 2337.8

62 363 380.40715 367.98065 0 3559.1859 0 2052.9

63 363 394.45 378.6723 0 2712.4852 0 1564.3

64 363 407.25 389.41385 0 1867.9796 0 1077.2

65 363 413.75 395.2801 0 1529.1402 0 881.75

66 363 416.35 397.763 0 1389.7567 0 801.37

67 363 425.8079 407.59895 0 644.79186 0 371.79

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

2.50

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCL, with Basin K fullKind: SLOPE/WMethod: SpencerFile Name: STATIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL, with Basin K full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Along CCL, with Basin K full Kind: SLOPE/W Method: Spencer Settings






Materials




























Include in PWP: No







Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 363 2.50 (196.535,

625.458) 316.492

(433.916,

416.132)

(61.1994,

339.361)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 363 64.349725 337.9124 0 769.16521 0 2000

2 363 68.00418 336.24015 0 960.26361 0 2000

3 363 69.10418 335.754 0 479.85565 0 213.97

4 363 69.85 335.4264 0 507.71299 0 226.39

5 363 70.415325 335.18045 0 580.79107 0 258.98

6 363 70.965325 334.9418 0 612.73967 0 164.41

7 363 71.523975 334.7013 0 659.35542 0 176.91

8 363 73.823975 333.8973 0 812.91331 0 218.06

9 363 80.475 331.69325 0 1355.9679 0 363.72

10 363 90.025 328.52855 0 2160.5831 0 579.55

11 363 100 325.223 0 3000.9575 0 804.97

12 363 110.4 321.7766 0 3877.1761 0 1040

13 363 117.3 319.49005 0 4374.0284 0 1173.3

14 363 120.5 318.42965 0 4495.5865 0 1205.9

15 363 122.2 317.8663 0 4553.9642 0 1221.5

16 363 122.49145 317.7634 0 4654.6938 0 1248.8

17 363 122.59145 317.72475 0 4411.3314 0 1183

18 363 122.7 317.6987 0 4405.2467 0 1181.4

19 363 123.15 317.5913 0 4381.8088 0 1175.1

20 363 124.0224 317.38495 0 4351.2732 0 1166.9

21 363 125.9224 316.9467 0 4436.6875 0 1977.2

22 363 127.63795 316.556 0 4375.8453 0 1950.1

23 363 128.44715 316.3768 0 4201.4547 0 1126.7

24 363 130.7368 315.8865 0 4221.0378 0 1745

25 363 133.2276 315.36275 0 4132.1188 0 1729.2

26 363 135.44465 314.9216 0 4141.3674 0 1730.9

27 363 137.49465 314.52175 0 4077.8894 0 1093.4

28 363 138.077 314.41135 0 4083.0781 0 1094.8

29 363 138.527 314.32735 0 4213.2188 0 1877.5

30 363 141.71625 313.7625 0 4451.3338 0 1983.4

31 363 145.01625 313.1874 144.30482 4579.1031 0 1189.1

32 363 151.1086 312.96355 158.27664 4755.4287 0 1232.2

33 363 162.11485 312.70975 174.11325 5401.771 0 1401.1

34 363 168.20625 312.5859 181.84347 5762.9161 0 1495.8

35 363 173.125 312.4859 188.07948 5973.7952 0 1550.7

36 363 179.5645 312.355 196.24964 6232.6914 0 1617.9

37 363 190.10375 312.14075 209.62014 6656.4663 0 1727.8

38 363 205.01425 311.8376 228.53708 7255.6043 0 1883.4

39 363 219.1 311.5512 246.40241 7520.4458 0 1949.6

40 363 230.50375 311.31935 260.87306 7308.7228 0 1889

41 363 235.10625 311.3258 260.47275 6763.9956 0 1742.5

42 363 236.09 311.4475 0 6726.2373 0 2994.9

43 363 237.4375 311.62185 0 6618.8452 0 2947

44 363 240.36205 312.0207 0 6435.8285 0 2865.5

45 363 242.8188 312.369 0 6296.137 0 1686.8

46 363 247.20675 313.0722 0 6077.78 0 2071.5

47 363 251.29375 313.7391 0 5904.6132 0 2041

48 363 252.09095 313.8805 0 5887.5006 0 1577.2

49 363 254.99495 314.42145 0 5809.5703 0 2586.4

50 363 257.8546 314.9633 0 5731.9173 0 1535.5

51 363 259.4138 315.277 0 5685.1666 0 2530.9

52 363 261.61875 315.73215 0 5612.2698 0 2498.5

53 363 264.3618 316.32375 0 5519.3525 0 3186.5

54 363 271.8 318.1035 0 5426.5604 0 3132.8

55 363 286.8 322.2628 0 5470.3273 0 3157.5

56 363 302.49285 327.30925 0 5518.0976 0 3184.8

57 363 315.47855 332.25065 0 5354.5395 0 3090.1

58 363 328.46425 337.86305 0 5126.8088 0 2958.3

59 363 341.45 344.18675 0 4834.4389 0 2789.3

60 363 354.43575 351.27115 0 4476.4376 0 2582.5

61 363 367.42145 359.1771 0 4051.516 0 2337.1

62 363 380.40715 367.98065 0 3558.0578 0 2052.2

63 363 394.45 378.6723 0 2711.5036 0 1563.7

64 363 407.25 389.41385 0 1867.1981 0 1076.7

65 363 413.75 395.2801 0 1528.442 0 881.35

66 363 416.35 397.763 0 1389.1439 0 801

67 363 425.8079 407.59895 0 644.4945 0 371.61

Appendix C

Pseudo-static Stability Analysis:

Circular

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.46

DETENTION BASIN K

DETENTION BASIN J


Name: Lower WasteKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 281 Last Edited By: Giampaolo, Mandy Date: 11/16/2011 Time: 9:34:16 AM File Name: SEISMIC‐ November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/16/2011 Last Solved Time: 9:36:18 AM


Analysis Settings

Lower Waste Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (100, 348.75) ft Left‐Zone Right Coordinate: (138, 348) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (212.44804, 377.18304) ft Right‐Zone Right Coordinate: (227.1317, 376.63639) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Seismic Loads Horz Seismic Load: 0.055 Vert Seismic Load: 0 Ignore seismic load in strength: Yes

Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi Compacte 100,102,58,59,60,61,62,133,132,67,66,65,64,63 592.69

on 8 d Clay 5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 585 1.46 (148.289,

433.275) 85.977

(213.431,

377.163)

(137.325,

348)


Slip


PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 585 138.1126 347.90615 0 13.676587 0 7.6655

2 585 140 347.70575 0 120.23271 0 67.571

3 585 142.2 347.5211 0 295.38811 0 166.52

4 585 144.4 347.39315 0 454.12564 0 256.77

5 585 146.8 347.3208 0 609.60087 0 345.79

6 585 149.4 347.3151 0 759.62891 0 432.35

7 585 152 347.3881 0 891.55273 0 509.12

8 585 154.6 347.54 0 1006.6992 0 576.73

9 585 157.2 347.77115 0 1106.1627 0 635.73

10 585 159.8 348.08225 0 1190.9086 0 686.59

11 585 162.4 348.47425 0 1261.8031 0 729.72

12 585 165 348.9482 0 1319.5315 0 765.49

13 585 167.6 349.5055 0 1364.8193 0 794.19

14 585 170.1559 350.1355 0 1375.9481 0 803.1

15 585 172.66765 350.8372 0 1355.4803 0 793.53

16 585 175.1794 351.6222 0 1326.807 0 779.09

17 585 177.6912 352.4929 0 1290.1778 0 759.91

18 585 180.20295 353.45215 0 1245.916 0 736.11

19 585 182.7147 354.50315 0 1194.166 0 707.79

20 585 185.2265 355.6496 0 1135.1957 0 675.03

21 585 187.73825 356.89585 0 1069.1862 0 637.92

22 585 190.25 358.2469 0 996.28132 0 596.51

23 585 192.76175 359.7085 0 916.70945 0 550.88

24 585 195.2735 361.2874 0 830.59447 0 501.07

25 585 197.7853 362.99155 0 738.12221 0 447.13

26 585 200.29705 364.8303 0 639.50569 0 389.13

27 585 202.8088 366.81485 0 534.9684 0 327.12

28 585 205.3206 368.9587 0 424.80838 0 261.17

29 585 207.83235 371.2785 0 309.42319 0 191.4

30 585 210.3441 373.79495 0 189.30627 0 117.95

31 585 212.51555 376.1343 0 63.6354 0 39.914

Structural Fill

Upper Till




operations Layer

Secondary Compacted Clay Secondary Liner (textured)


Structural Fill

Waste

Compacted Clay

2.64DETENTION BASIN K

DETENTION BASIN J


Name: Lower Waste, both Basins fullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste, both Basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Lower Waste, both Basins full Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (100, 348.75) ft Left‐Zone Right Coordinate: (150, 353.55) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (249.99925, 365.38837) ft Right‐Zone Right Coordinate: (300, 381.43333) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

96,95,88,87,104,106,102,103,105,98,94 11.54

2000psf)

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 962 2.64 (170.963,

497.699) 154.12

(249.999,

365.388)

(134.315,

348)


Slip


PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 962 136.60745 347.4757 0 316.234 0 170.05

2 962 140.55 346.61925 0 468.30282 0 254.49

3 962 143.85 345.9922 0 633.44815 0 347.1

4 962 147.45 345.3963 0 868.07518 0 478.45

5 962 151.35 344.84505 0 1167.124 0 646.36

6 962 155.25 344.39495 0 1445.5809 0 804.35

7 962 159.15 344.0452 0 1704.4322 0 952.76

8 962 163.05 343.79505 0 1944.5087 0 1091.9

9 962 166.95 343.644 0 2166.5984 0 1222.1

10 962 170.8409 343.59165 0 2333.1072 0 1321.8

11 962 174.7227 343.6375 0 2446.1663 0 1391.9

12 962 178.60455 343.78125 0 2545.0529 0 1454.5

13 962 182.4864 344.02315 0 2630.2972 0 1509.6

14 962 186.3682 344.3637 0 2702.1346 0 1557.5

15 962 190.25 344.80355 0 2760.8367 0 1598.2

16 962 194.1318 345.34355 0 2806.8633 0 1631.8

17 962 198.0136 345.98475 0 2840.4487 0 1658.4

18 962 201.89545 346.7285 0 2861.8578 0 1678.1

19 962 205.7773 347.5763 0 2871.1359 0 1690.8

20 962 209.6591 348.5299 0 2868.3611 0 1696.7

21 962 213.475 349.5715 0 2787.7294 0 1656.1

22 962 217.225 350.6997 0 2632.1941 0 1570.4

23 962 220.975 351.9331 0 2469.0888 0 1479.6

24 962 224.725 353.27435 0 2298.8494 0 1383.7

25 962 228.58335 354.7719 0 2025.6823 0 1225

26 962 232.55 356.43615 0 1653.3337 0 1004.8

27 962 236.51665 358.23305 0 1278.5991 0 780.96

28 962 240.41655 360.1329 0 958.42828 0 587.93

29 962 244.24965 362.1366 0 690.73935 0 424.82

30 962 248.0827 364.28055 0 418.39795 0 257.19

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.81

DETENTION BASIN K

DETENTION BASIN J


Name: Lower Waste, with Basin K fullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Lower Waste, with Basin K full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Lower Waste, with Basin K full Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (124.99387, 352.47482) ft Left‐Zone Right Coordinate: (175, 365.02857) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (234.99877, 372.7359) ft Right‐Zone Right Coordinate: (265, 365.18) ft Right‐Zone Increment: 15 Radius Increments: 5


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 385 1.81 (27.615,

980.806) 642.461

(234.999,

372.736)

(139.072,

348.086)


Slip


PWP

(psf)

Base Normal

Stress (psf)

Frictional

Strength

(psf)

Cohesive

Strength

(psf)

1 385 140.679 348.3733 0 54.932147 0 32.028

2 385 143.893 348.95635 0 163.49092 0 95.351

3 385 147.17145 349.56865 0 271.80835 0 158.57

4 385 150.5143 350.21095 0 379.79865 0 221.63

5 385 153.85715 350.87165 0 485.25735 0 283.27

6 385 157.2 351.5508 0 588.25012 0 343.5

7 385 160.54285 352.2485 0 688.77453 0 402.31

8 385 163.8857 352.96475 0 786.80032 0 459.72

9 385 167.22855 353.69965 0 882.38412 0 515.73

10 385 170.5423 354.44655 0 946.14377 0 553.15

11 385 173.8269 355.2051 0 978.32013 0 572.14

12 385 177.1115 355.98185 0 1008.4614 0 589.94

13 385 180.39615 356.7769 0 1036.5428 0 606.55

14 385 183.6808 357.59025 0 1062.569 0 621.98

15 385 186.9654 358.422 0 1086.5744 0 636.23

16 385 190.25 359.27225 0 1108.5644 0 649.29

17 385 193.5346 360.141 0 1128.5153 0 661.19

18 385 196.8192 361.02835 0 1146.4623 0 671.91

19 385 200.10385 361.93445 0 1162.3825 0 681.46

20 385 203.3885 362.85935 0 1176.3118 0 689.84

21 385 206.6731 363.8031 0 1188.2575 0 697.06

22 385 209.9577 364.76585 0 1198.1974 0 703.11

23 385 213.1 365.7043 0 1152.7293 0 676.64

24 385 216.1 366.61695 0 1052.4239 0 617.93

25 385 219.1 367.54565 0 950.95488 0 558.51

26 385 222.1 368.4904 0 848.36817 0 498.41

27 385 225.1 369.45135 0 744.64623 0 437.6

28 385 227.9998 370.39545 0 577.21096 0 339.29

29 385 230.7994 371.32165 0 346.51944 0 203.75

30 385 233.599 372.2621 0 115.48504 0 67.92

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.23

DETENTION BASIN K

DETENTION BASIN J


Name: GlobalKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Global Kind: SLOPE/W Method: Spencer Settings






Materials

































Slip Surface Entry and Exit Left Projection: Range Left‐Zone Left Coordinate: (‐75, 318) ft Left‐Zone Right Coordinate: (‐25, 322.60312) ft Left‐Zone Increment: 15 Right Projection: Range Right‐Zone Left Coordinate: (200, 373.34239) ft Right‐Zone Right Coordinate: (250.04079, 365.3681) ft Right‐Zone Increment: 15 Radius Increments: 10


Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi Compacte 100,102,58,59,60,61,62,133,132,67,66,65,64,63 592.69

on 8 d Clay 5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 600 1.23 (47.702,

493.75) 208.709

(220.714,

377.018)

(‐64.8652,

318)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

Cohesiv

e

Strength

(psf) (psf)

1 600 ‐62.86413 316.75 0 1527.0443 0 2000

2 600 ‐56.662065 313.07335 0 1948.1632 0 2000

3 600 ‐50.38053 309.53895 371.96644 1773.0294 0 1018.4

4 600 ‐44.83237 306.7156 548.15262 2317.119 0 1082.9

5 600 ‐39.03237 303.93425 721.70842 2620.7605 0 511.63

6 600 ‐34.15 301.7812 856.05839 3047.6631 0 552.55

7 600 ‐25.2 298.30665 1072.8706 3523.7031 0 589.73

8 600 ‐11.8 293.83595 1351.8204 4025.2017 0 622.81

9 600 ‐2.15 291.10055 1522.5315 4130.8058 0 615.48

10 600 1.45 290.2327 1576.69 4028.5376 0 594.34

11 600 3.2 289.8422 1601.063 4055.782 0 595.04

12 600 6.05 289.2501 1638.0031 4282.7985 0 621.97

13 600 13.316665 287.9609 1718.4756 4886.4717 0 696.24

14 600 23.75 286.48635 1810.4748 5657.2695 0 793.19

15 600 34.183335 285.5448 1869.1955 6342.6205 0 883.28

16 600 42.05 285.1343 1894.7764 6795.2421 0 945.1

17 600 45.7 285.0529 1899.9126 6985.6787 0 972.04

18 600 49.1 285.05935 1899.4989 7018.5921 0 977.57

19 600 52.75 285.10565 1896.6054 6977.5598 0 973.07

20 600 54.5 285.1522 1893.6944 6957.3057 0 971.06

21 600 57.213005 285.26945 1886.3755 6919.1329 0 967.35

22 600 62.263005 285.56885 1867.665 6834.2156 0 959.18

23 600 66.3 285.87465 1848.6163 6744.7271 0 950.15

24 600 68.6 286.0927 1835.0043 6646.4295 0 938.71

25 600 69.85 286.2194 1827.125 6576.987 0 930.23

26 600 70.55 286.29595 1822.3451 6593.768 0 933.46

27 600 73.4 286.6419 1800.735 6605.6505 0 938.83

28 600 76.7 287.0676 1774.1737 6609.2688 0 943.87

29 600 81.975 287.9197 1720.9841 6623.0835 0 954.5

30 600 90.525 289.52795 1620.6608 6615.5422 0 969.56

31 600 100 291.7708 1480.6892 6549.0269 0 982.08

32 600 110.4 294.75555 1294.4803 6410.956 0 991.19

33 600 117.3 296.99525 1154.6838 6218.5944 0 985.12

34 600 119.54155 297.79515 1104.7549 6082.7405 0 973.25

35 600 121.04155 298.35345 1069.9342 5996.0664 0 966.1

36 600 122.2 298.7896 1042.7176 5917.9184 0 959.05

37 600 122.5 298.9044 1035.5683 5884.3244 0 955.3

38 600 122.7 298.9813 1030.7734 5859.1381 0 952.41

39 600 122.85 299.0391 1027.1557 5838.8345 0 950.06

40 600 123.2 299.1748 1018.6872 5794.5888 0 945

41 600 125.2 299.9711 968.99876 5577.5528 0 921.35

42 600 127.1 300.73325 921.43716 5373.3931 0 899.18

43 600 127.4 300.8568 913.7305 5335.0622 0 894.84

44 600 128.41335 301.2811 887.27852 5224.72 0 882.93

45 600 129.61335 301.78645 855.72017 5096.0437 0 869.19

46 600 131.1 302.4319 815.43525 4934.8557 0 852.05

47 600 132.6 303.08855 774.47407 4766.1817 0 833.91

48 600 133.4 303.4473 752.08942 4673.2159 0 823.87

49 600 134.95 304.15565 707.88191 4557.2818 0 813.75

50 600 136.1 304.6856 674.83193 4489.7906 0 808.97

51 600 136.3 304.77925 668.9746 4476.566 0 807.93

52 600 136.5 304.8731 663.12157 4462.6204 0 806.8

53 600 136.6847 304.96005 657.71595 4451.2084 0 805.96

54 600 137.3847 305.2928 636.92711 4235.7366 0 1460.1

55 600 138.45 305.8029 605.10241 4163.9251 0 1453.2

56 600 142.2 307.69625 486.95691 4062.0044 0 1457.3

57 600 146.1083 309.69755 362.0717 3974.9602 0 1465.3

58 600 149.3128 311.47 251.47137 3826.3214 0 1661.3

59 600 152.07625 313.0138 155.13853 3954.1765 0 1058

60 600 153.0697 313.5936 0 3702.506 0 1731.8

61 600 154.0591 314.1735 0 3896.2168 0 1085.2

62 600 155.24505 314.8851 0 3659.0062 0 1678.5

63 600 156.449 315.6106 0 3620.0056 0 1671.9

64 600 156.78805 315.818 0 3830.2259 0 1068.2

65 600 157.7263 316.39895 0 3581.1955 0 1680.8

66 600 158.661 316.97995 0 3780.834 0 1055.5

67 600 159.5783 317.5613 0 3528.3438 0 1658.4

68 600 164.62065 320.9411 0 3226.103 0 1995

69 600 174.2375 327.90885 0 2857.2918 0 1785

70 600 184.9125 336.6428 0 2331.4704 0 1475.3

71 600 195.5875 346.67105 0 1747.0419 0 1122.3

72 600 206.2625 358.2853 0 1105.9924 0 723.63

73 600 216.1571 370.77525 0 376.60098 0 251.64

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.23

DETENTION BASIN K

DETENTION BASIN J


Name: Global Lower, with Basins fullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Lower, with Basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 284 Last Edited By: Giampaolo, Mandy Date: 11/17/2011 Time: 1:25:43 PM File Name: SEISMIC‐ November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/17/2011 Last Solved Time: 1:26:08 PM


Analysis Settings

Global Lower, with Basins full Kind: SLOPE/W Method: Spencer Settings






Materials



































Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

96,95,88,87,104,106,102,103,105,98,94 11.54

2000psf)

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 732 1.23 (50.81, 493.47) 208.328 (223.513,

376.962)

(‐61.4869,

318)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 732 ‐59.4841 316.75 0 1530.1853 0 2000

2 732 ‐53.26819 313.06935 0 1951.3895 0 2000

3 732 ‐48.67755 310.4335 316.15188 1657.1474 0 1008.2

4 732 ‐43.127955 307.61415 492.07527 2290.6223 0 1088

5 732 ‐37.327955 304.7068 673.49461 2609.3218 0 516.79

6 732 ‐34.15 303.2745 762.87677 2863.7419 0 539.93

7 732 ‐25.2 299.62585 990.55341 3366.3833 0 579.2

8 732 ‐11.8 294.90905 1284.853 3903.4708 0 615

9 732 ‐2.15 292.0052 1466.0772 4031.7033 0 609.31

10 732 1.45 291.0769 1524.0153 3936.8223 0 588.67

11 732 3.2 290.6574 1550.172 3968.0072 0 589.65

12 732 6.05 290.0186 1590.0474 4201.9499 0 617.13

13 732 13.316665 288.6128 1677.7226 4823.3936 0 692.78

14 732 23.75 286.9744 1779.9885 5618.2253 0 791.57

15 732 34.183335 285.873 1848.7132 6326.3251 0 883.35

16 732 42.05 285.34365 1881.7489 6795.3037 0 946.37

17 732 45.7 285.20755 1890.231 6993.395 0 973.85

18 732 49.1 285.1633 1892.9986 7032.471 0 979.8

19 732 52.75 285.15525 1893.5182 6997.6977 0 975.72

20 732 54.5 285.17575 1892.2029 6980.704 0 973.91

21 732 57.213005 285.25265 1887.4452 6947.4461 0 970.52

22 732 62.263005 285.4769 1873.4432 6871.3446 0 962.91

23 732 66.3 285.7226 1858.0922 6788.6558 0 954.32

24 732 68.6 285.90635 1846.6386 6694.5463 0 943.12

25 732 69.85 286.0144 1839.9008 6626.4844 0 934.76

26 732 70.55 286.08055 1835.7931 6644.7838 0 938.08

27 732 73.4 286.3838 1816.8525 6662.0016 0 943.79

28 732 76.7 286.75995 1793.3883 6671.8727 0 949.23

29 732 81.975 287.5321 1745.1593 6695.0006 0 960.49

30 732 90.525 289.0094 1652.9652 6703.1375 0 976.58

31 732 100 291.1038 1522.3077 6654.0345 0 990.23

32 732 110.4 293.9206 1346.5318 6535.3088 0 1000.6

33 732 117.3 296.04595 1213.944 6355.7013 0 995.3

34 732 119.54155 296.80775 1166.3825 6223.7865 0 983.67

35 732 121.04155 297.34025 1133.1819 6139.6034 0 976.68

36 732 122.2 297.75645 1107.191 6063.692 0 969.76

37 732 122.5 297.86605 1100.3735 6030.7169 0 966.03

38 732 122.7 297.93945 1095.7842 6005.4606 0 963.16

39 732 122.85 297.9946 1092.3783 5985.6551 0 960.81

40 732 123.2 298.1242 1084.2474 5941.9659 0 955.78

41 732 125.2 298.8853 1036.7608 5728.3109 0 932.31

42 732 127.1 299.6139 991.29972 5526.917 0 910.31

43 732 127.4 299.73215 983.90598 5491.9251 0 906.41

44 732 128.41335 300.1383 958.57861 5412.1995 0 898.74

45 732 129.61335 300.62205 928.38802 5320.2285 0 890.01

46 732 131.1 301.2404 889.79608 5203.9018 0 879.07

47 732 132.6 301.86965 850.53099 5080.4691 0 867.15

48 732 133.4 302.21365 829.07201 5011.4115 0 860.42

49 732 134.95 302.89315 786.64798 4912.0847 0 852.45

50 732 136.1 303.4016 754.92717 4846.4235 0 847.77

51 732 136.3 303.4915 749.32666 4833.6448 0 846.75

52 732 136.5 303.5816 743.73009 4819.958 0 845.63

53 732 137.3 303.94615 720.97374 4771.488 0 842.05

54 732 138.45 304.4743 688.00586 4701.4507 0 836.88

55 732 139.23815 304.8415 665.0889 4660.3216 0 834.38

56 732 142.53815 306.4527 564.54583 4334.5807 0 1491.2

57 732 147.46835 308.93645 409.55737 4146.203 0 1486.8

58 732 152.03925 311.4146 254.93811 3965.2003 0 1685.4

59 732 154.80945 312.9583 158.60358 4088.6109 0 1093.5

60 732 155.8051 313.53805 0 3829.2495 0 1789.5

61 732 156.7967 314.11785 0 4029.7753 0 1121.4

62 732 158.031 314.85725 0 3794.9322 0 1702.7

63 732 159.2374 315.58275 0 3755.4397 0 1696.1

64 732 159.5313 315.76225 0 3962.9848 0 1104.3

65 732 160.47145 316.3431 0 3706.263 0 1737.9

66 732 161.408 316.9241 0 3913.2545 0 1091.5

67 732 162.32705 317.50545 0 3652.7309 0 1715.2

68 732 165.99575 319.9174 0 3384.8382 0 2088.1

69 732 174.2375 325.7734 0 3061.2491 0 1904.4

70 732 184.9125 334.19585 0 2547.6429 0 1604.3

71 732 195.5875 343.8547 0 1974.8025 0 1261.3

72 732 206.2625 355.01225 0 1343.9884 0 873.15

73 732 217.5564 368.9833 0 487.29915 0 323.87

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.29

DETENTION BASIN K

DETENTION BASIN J


Name: Global Upper. with Basin K FullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Global Upper. with Basin K Full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Global Upper. with Basin K Full Kind: SLOPE/W Method: Spencer Settings






Materials



































Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 962 1.29 (111.701,

653.246) 367.876

(388.012,

410.378)

(‐43.3779,

319.655)


Slip

Surfac

e


Stress (psf)

Friction

al

Strength

(psf)

Cohesive

Strength

(psf)

1 962 ‐40.03897 318.1429 0 1338.6498 0 2000

2 962 ‐35.40386 316.0655 0 1768.48 0 2000

3 962 ‐32.85386 314.9642 0 1943.5433 0 2000

4 962 ‐26.86206 312.50175 0 2270.7099 0 2000

5 962 ‐20.46206 309.93525 347.25615 2209.3958 0 1107

6 962 ‐12.831143 307.1477 521.17998 2549.7006 0 1137

7 962 ‐5.831143 304.65235 676.91349 2590.3015 0 518.23

8 962 ‐2.15 303.4422 752.41511 2567.0781 0 504.78

9 962 1.45 302.28125 824.83824 2513.6804 0 487.54

10 962 3.2 301.7359 858.8894 2567.77 0 490.46

11 962 6.05 300.87435 912.64141 2845.1124 0 521.74

12 962 15.925 298.14915 1082.7144 3839.1018 0 637.21

13 962 31.575 294.2919 1323.4043 5291.4969 0 807.68

14 962 42.05 292.0342 1464.2717 6188.084 0 914.42

15 962 45.7 291.34085 1507.5355 6480.1201 0 949.66

16 962 49.1 290.74405 1544.7808 6606.1773 0 962.49

17 962 52.75 290.12665 1583.3107 6663.1632 0 965.52

18 962 54.5 289.845 1600.8898 6691.0202 0 967.19

19 962 57.213005 289.43485 1626.4562 6729.4934 0 969.33

20 962 62.263005 288.71865 1671.1509 6790.1586 0 972.19

21 962 66.3 288.18465 1704.494 6818.7203 0 972.04

22 962 68.6 287.90565 1721.877 6787.4743 0 965.51

23 962 69.85 287.7587 1731.0548 6753.5346 0 959.6

24 962 70.55 287.6796 1736.0361 6794.0019 0 964.66

25 962 73.4 287.37695 1754.8886 6900.1199 0 977.25

26 962 76.7 287.0406 1775.8574 7014.037 0 990.68

27 962 86.25 286.3519 1818.8458 7360.092 0 1034.4

28 962 105.2 285.5749 1867.3044 7961.2561 0 1114.6

29 962 117.3 285.4169 1877.1942 8220.518 0 1151.3

30 962 119.54155 285.45435 1874.8933 8178.6923 0 1146

31 962 121.04155 285.49025 1872.5988 8156.7668 0 1143.4

32 962 122.2 285.5203 1870.7377 8127.9379 0 1139.8

33 962 122.5 285.52895 1870.1939 8106.0063 0 1136.8

34 962 122.7 285.5349 1869.8133 8088.3804 0 1134.3

35 962 122.85 285.5394 1869.54 8073.4862 0 1132.3

36 962 123.2 285.55025 1868.9197 8042.5685 0 1128.1

37 962 125.2 285.62205 1864.3908 7905.5554 0 1109.7

38 962 127.1 285.6929 1859.9683 7777.1775 0 1092.4

39 962 127.4 285.70555 1859.1545 7750.4316 0 1088.8

40 962 128.41335 285.75135 1856.3292 7681.4753 0 1079.5

41 962 129.61335 285.80685 1852.9158 7601.9025 0 1069

42 962 131.1 285.8842 1848.0084 7502.8793 0 1055.8

43 962 132.6 285.96465 1843.0186 7395.8693 0 1041.6

44 962 133.4 286.01125 1840.0909 7336.1058 0 1033.7

45 962 134.95 286.1073 1834.0885 7291.1112 0 1028.4

46 962 136.1 286.18045 1829.5622 7278.9354 0 1027.4

47 962 136.3 286.1938 1828.6982 7275.1818 0 1027

48 962 136.5 286.20725 1827.8824 7270.9223 0 1026.5

49 962 137.3 286.2628 1824.4238 7259.5023 0 1025.5

50 962 138.45 286.34445 1819.2825 7243.331 0 1024.1

51 962 142.2 286.6518 1800.1444 7366.5195 0 1044.6

52 962 151.00315 287.5177 1746.1304 7692.8567 0 1099.4

53 962 162.0094 288.8689 1661.7375 8061.8073 0 1164.9

54 962 168.20625 289.73655 1607.6481 8253.3153 0 1200.5

55 962 173.125 290.55995 1556.3 8311.9349 0 1216.7

56 962 185.9125 293.0396 1401.5134 8387.3473 0 1251

57 962 203.0375 296.999 1154.4842 8405.5051 0 1290.8

58 962 219.1 301.48415 874.60954 8051.1006 0 1282.1

59 962 228.43195 304.387 693.45945 7539.482 0 1236

60 962 233.31945 306.0704 588.4089 6938.873 0 1945.1

61 962 237.4375 307.5272 497.48383 6522.2612 0 1887.5

62 962 238.8129 308.02885 466.20015 6391.0401 0 1869.7

63 962 242.85755 309.5682 370.14468 6053.5785 0 2028.1

64 962 246.8301 311.0874 275.34521 5848.3338 0 1528.6

65 962 248.26105 311.65835 0 5548.2933 0 2544

66 962 249.68655 312.2294 0 5632.0762 0 1544.5

67 962 250.46095 312.54415 0 5490.0404 0 1994.1

68 962 252.19815 313.2588 0 5382.0338 0 1975.1

69 962 253.62435 313.8493 0 5406.9974 0 1483.9

70 962 254.98055 314.42175 0 5151.5587 0 2366.7

71 962 256.332 314.99425 0 5268.5357 0 1446.7

72 962 257.0323 315.29485 0 5048.6512 0 2321

73 962 258.13705 315.7724 0 4985.7013 0 2292.8

74 962 262.3824 317.6692 0 4640.1041 0 2787.6

75 962 271.8 322.0977 0 4277.2091 0 2580.4

76 962 286.8 329.88355 0 3981.5679 0 2418.7

77 962 303.575 339.4978 0 3632.687 0 2224.2

78 962 318.725 349.28965 0 3126.7492 0 1929.4

79 962 333.875 360.19185 0 2555.6381 0 1590.6

80 962 349.025 372.3343 0 1920.3959 0 1206.7

81 962 364.175 385.8872 0 1222.8452 0 776.75

82 962 379.325 401.07985 0 466.28182 0 299.94

83 962 387.45575 409.74855 0 39.973202 0 27.637

Appendix D

Pseudo-static Stability Analysis:

Sliding

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.96

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCLKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.

File Information Revision Number: 268 Last Edited By: Giampaolo, Mandy Date: 11/16/2011 Time: 9:28:41 AM File Name: SEISMIC‐ Sliding November 2011.gsz Directory: C:\Users\mgiampaolo\Documents\ARCADIS Documents\RMU‐1\2011 Fill Progression\Calc in Response to Review Comments\ Last Solved Date: 11/16/2011 Last Solved Time: 9:28:52 AM


Analysis Settings

Along CCL Kind: SLOPE/W Method: Spencer Settings






Materials




























Include in PWP: No







Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi Compacte 100,102,58,59,60,61,62,133,132,67,66,65,64,63 592.69

on 8 d Clay 5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 153 1.96 (191.651,

624.066) 314.877

(427.832,

415.82)

(57.0665,

339.4)


Slip

Surfac

e


Base

Normal

Stress (psf)

Friction

al

Strength

Cohesiv

e

Strengt

(psf) h (psf)

1 153 60.739855 337.7209 0 1043.3234 0 2000

2 153 65.60537 335.52075 0 655.03467 0 274.39

3 153 67.029545 334.9 0 698.56962 0 179.59

4 153 67.38079 334.8 0 587.96242 0 157.55

5 153 68.6 334.8 0 534.68182 0 143.28

6 153 69.85 334.8 0 488.66667 0 130.95

7 153 70.55 334.8 0 521.81818 0 139.83

8 153 73.4 334.0378 0 806.7688 0 209.55

9 153 80.475 331.69325 0 1400.4976 0 363.75

10 153 90.025 328.52855 0 2231.4528 0 579.6

11 153 100 325.223 0 3099.532 0 805.04

12 153 110.4 321.7766 0 4004.5016 0 1040.1

13 153 117.3 319.49005 0 4517.8099 0 1173.4

14 153 120.5 318.42965 0 4643.3511 0 1206

15 153 122.2 317.8663 0 4703.4691 0 1221.6

16 153 122.5 317.76 0 4842.47 0 1248.9

17 153 122.7 317.68 0 4835.5064 0 1247.2

18 153 122.85 317.62 0 4829.0999 0 1245.5

19 153 123.2 317.5025 0 4656.58 0 1210.2

20 153 125.2 316.8525 0 4618.1095 0 1200.2

21 153 127.1 316.23405 ‐45.805079 4593.0917 0 1193.2

22 153 127.4 316.13515 ‐39.634262 4580.6504 0 1190

23 153 128.2123 315.8674 ‐22.923985 4566.0636 0 1186.2

24 153 129.12565 315.5663 ‐4.1356339 4552.5277 0 1182.7

25 153 129.61335 315.4055 5.8971094 4544.9154 0 1179.1

26 153 130.6243 315.16405 20.962722 4284.0809 0 1121.3

27 153 132.2085 314.8518 0 4369.8071 0 1749.1

28 153 133.4842 314.60835 0 4164.0676 0 1096.8

29 153 134.04965 314.50235 0 4142.7516 0 1091.4

30 153 136.09965 314.1339 0 4359.6773 0 1885.4

31 153 138.45 313.71615 0 4404.8589 0 1906.6

32 153 139.777 313.4925 0 4483.5308 0 1941.7

33 153 141.3609 313.23165 141.54458 4414.3307 0 1128.4

34 153 143.7839 313.0824 150.85757 4321.7017 0 1116.1

35 153 151.00315 312.93565 160.01243 4750.2298 0 1228.4

36 153 162.0094 312.7119 173.97434 5403.8145 0 1399.5

37 153 168.20625 312.5859 181.84347 5771.7791 0 1495.9

38 153 173.125 312.4859 188.07948 5983.0241 0 1550.7

39 153 183.05835 312.28395 200.68254 6382.9415 0 1654.3

40 153 194.475 312.05185 215.16714 6842.5252 0 1773.5

41 153 205.89165 311.81975 229.65173 7302.1088 0 1892.6

42 153 219.1 311.5512 246.40241 7531.7768 0 1949.6

43 153 227.57785 311.37885 257.15992 7478.6642 0 1932.5

44 153 229.26665 311.44455 253.06539 6995.5362 0 1827

45 153 233.2336 311.9639 0 6759.2498 0 3026

46 153 237.0914 312.48545 0 6393.0526 0 1734.6

47 153 238.0966 312.63335 0 6339.518 0 2129.9

48 153 242.2235 313.29945 0 6006.519 0 2071.6

49 153 246.45445 313.9951 0 5657.6128 0 1539

50 153 248.98095 314.45865 0 5485.3034 0 2468.9

51 153 251.39835 314.9095 0 5302.6927 0 2388.7

52 153 252.25865 315.0771 0 5259.9681 0 1433.1

53 153 253.54935 315.33385 0 5248.7614 0 2366.1

54 153 255.76655 315.78875 0 5176.4313 0 2335.3

55 153 261.5775 317.0849 0 5005.8408 0 2925.6

56 153 271.8 319.6192 0 4962.0516 0 2911.9

57 153 286.8 324.064 0 5128.3566 0 3027.9

58 153 302.49285 329.42445 0 5111.9381 0 3038.2

59 153 315.47855 334.6449 0 4901.5457 0 2929.7

60 153 328.46425 340.55605 0 4630.1806 0 2784

61 153 341.45 347.2023 0 4298.3894 0 2600.6

62 153 354.43575 354.6382 0 3906.1156 0 2378.9

63 153 367.42145 362.93145 0 3453.5011 0 2118.2

64 153 380.40715 372.1671 0 2940.2974 0 1817.4

65 153 394.45 383.3943 0 2103.9694 0 1312.6

66 153 407.25 394.6909 0 1287.3511 0 810.85

67 153 413.75 400.86945 0 958.75978 0 607.11

68 153 416.35 403.4885 0 824.42316 0 523.23

69 153 422.76575 410.34165 0 370.95885 0 236.85

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.97

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCL, both basins fullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL, both basins full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Along CCL, both basins full Kind: SLOPE/W Method: Spencer Settings






Materials




























Include in PWP: No







Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

127.3 351.3

145.5 351.3


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

96,95,88,87,104,106,102,103,105,98,94 11.54

2000psf)

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

17

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 363 1.97 (196.535,

625.458) 316.492

(433.916,

416.132)

(61.1994,

339.361)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 363 64.349725 337.9124 0 1010.8155 0 2000

2 363 68.00418 336.24015 0 1199.0608 0 2000

3 363 69.10418 335.754 0 510.45875 0 213.86

4 363 69.85 335.4264 0 539.87843 0 226.27

5 363 70.415325 335.18045 0 617.4052 0 258.84

6 363 70.965325 334.9418 0 639.15086 0 164.35

7 363 71.523975 334.7013 0 687.63255 0 176.85

8 363 73.823975 333.8973 0 839.09796 0 218

9 363 80.475 331.69325 0 1399.603 0 363.62

10 363 90.025 328.52855 0 2230.1607 0 579.38

11 363 100 325.223 0 3097.6153 0 804.75

12 363 110.4 321.7766 0 4001.9459 0 1039.7

13 363 117.3 319.49005 0 4515.018 0 1173

14 363 120.5 318.42965 0 4640.5034 0 1205.6

15 363 122.2 317.8663 0 4700.6213 0 1221.2

16 363 122.49145 317.7634 0 4838.9627 0 1248.4

17 363 122.59145 317.72475 0 4511.8914 0 1182.7

18 363 122.7 317.6987 0 4505.5019 0 1181.1

19 363 123.15 317.5913 0 4480.89 0 1174.8

20 363 124.0224 317.38495 0 4448.3512 0 1166.6

21 363 125.9224 316.9467 0 4595.8988 0 1976.6

22 363 127.63795 316.556 0 4542.1976 0 1954.8

23 363 128.44715 316.3768 0 4329.208 0 1136.9

24 363 130.7368 315.8865 0 4471.7073 0 1765.1

25 363 133.2276 315.36275 0 4462.2482 0 1764

26 363 135.44465 314.9216 0 4490.4251 0 1769.5

27 363 137.49465 314.52175 0 4380.1857 0 1153

28 363 138.077 314.41135 0 4384.4979 0 1154.3

29 363 138.527 314.32735 0 4581.6828 0 1979

30 363 141.71625 313.7625 0 4718.3404 0 2041.2

31 363 145.01625 313.1874 144.30482 4663.2384 0 1193.2

32 363 151.1086 312.96355 158.27664 4764.0733 0 1232

33 363 162.11485 312.70975 174.11325 5409.0874 0 1401

34 363 168.20625 312.5859 181.84347 5770.7703 0 1495.7

35 363 173.125 312.4859 188.07948 5981.9592 0 1550.6

36 363 179.5645 312.355 196.24964 6241.2695 0 1617.7

37 363 190.10375 312.14075 209.62014 6665.4737 0 1727.7

38 363 205.01425 311.8376 228.53708 7265.4721 0 1883.2

39 363 219.1 311.5512 246.40241 7530.4437 0 1949.4

40 363 230.50375 311.31935 260.87306 7318.3269 0 1888.8

41 363 235.10625 311.3258 260.47275 6689.2765 0 1742.4

42 363 236.09 311.4475 0 6694.2101 0 2994.8

43 363 237.4375 311.62185 0 6584.3137 0 2946.9

44 363 240.36205 312.0207 0 6401.5233 0 2867.7

45 363 242.8188 312.369 0 6229.0967 0 1690

46 363 247.20675 313.0722 0 6033.1517 0 2075.7

47 363 251.29375 313.7391 0 5832.3583 0 2040.8

48 363 252.09095 313.8805 0 5800.9686 0 1576.9

49 363 254.99495 314.42145 0 5747.9558 0 2585.7

50 363 257.8546 314.9633 0 5638.6398 0 1535.2

51 363 259.4138 315.277 0 5616.1232 0 2530.3

52 363 261.61875 315.73215 0 5540.0791 0 2497.9

53 363 264.3618 316.32375 0 5460.9214 0 3185.8

54 363 271.8 318.1035 0 5336.3801 0 3123.5

55 363 286.8 322.2628 0 5360.4207 0 3157.8

56 363 302.49285 327.30925 0 5372.031 0 3185.1

57 363 315.47855 332.25065 0 5183.776 0 3090.5

58 363 328.46425 337.86305 0 4934.6042 0 2958.9

59 363 341.45 344.18675 0 4625.0317 0 2789.9

60 363 354.43575 351.27115 0 4255.0849 0 2583.1

61 363 367.42145 359.1771 0 3824.9411 0 2337.8

62 363 380.40715 367.98065 0 3334.3318 0 2052.9

63 363 394.45 378.6723 0 2518.6957 0 1564.3

64 363 407.25 389.41385 0 1718.9931 0 1077.2

65 363 413.75 395.2801 0 1400.2063 0 881.75

66 363 416.35 397.763 0 1269.929 0 801.37

67 363 425.8079 407.59895 0 584.30147 0 371.79

Structural Fill

Upper Till




operations Layer



Structural Fill

Waste

Compacted Clay

1.96

DETENTION BASIN K

DETENTION BASIN J


Name: Along CCL, with Basin K fullKind: SLOPE/WMethod: SpencerFile Name: SEISMIC- Sliding November 2011.gsz

STATION (FT)

-100 -75 -50 -25 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

ELE

VA

TIO

N (

FM

SL)

260

270

280

290

300

310

320

330

340

350

360

370

380

390

400

410

420

Along CCL, with Basin K full Report generated using GeoStudio 2007, version 7.17. Copyright © 1991‐2010 GEO‐SLOPE International Ltd.



Analysis Settings

Along CCL, with Basin K full Kind: SLOPE/W Method: Spencer Settings






Materials




























Include in PWP: No







Piezometric Lines

Piezometric Line 1

Coordinates

X (ft) Y (ft)

‐75 315.5

525 315.5

Surcharge Loads


Coordinates

X (ft) Y (ft)

238.5 371

277.6 371


Regions

Material Points

Area

(ft²)

Regi

on 1

Structural

Fill 5,42,123,122,121,120,119,118,117,116,41,124,40,39,38,91,92,93,90

2800.8

53

Regi

on 2 Upper Till 2,5,90,4,83,84,85,86,128,127 2643.4

Regi

on 3

Glaciolacu

strine Clay 6,2,127,126,139 12200

Regi

on 4

Glaciolacu

strine Silt

and Sand

7,6,139,126,125 6100

Regi

on 5

Geotextile

(2) 104,87,43,44,45,46,47,136,135,52,51,50,49,48 80.98

Regi

on 6

Primary

Leachate

Collection

106,104,48,49,50,51,52,135,134,57,56,55,54,53 400.01

5

Regi

on 7

Primary

Liner

(textured

1000‐

2000psf)

102,106,53,54,55,56,57,134,133,62,61,60,59,58 79.5

Regi

on 8

Compacte

d Clay 100,102,58,59,60,61,62,133,132,67,66,65,64,63

592.69

5

Regi

on 9 Geotextile 101,100,63,64,65,66,67,132,131,72,71,70,69,68 78.45

Regi

on

10

Secondary

Leachate

Collection

99,101,68,69,70,71,72,131,130,77,76,75,74,73 390.54

Regi

on

11

operation

s Layer 38,37,36,107,35,1,34,33,32,31,137,136,47,46,45,44,43,87,88,95,91

472.88

5

Regi

on

12

Secondary

Compacte

d Clay

91,95,96,94,98,105,103,97,89,78,79,80,81,82,129,128,86,85,84,83,4

,90,93,92

1452.2

52

Regi

on

13

Secondary

Liner

(textured)

103,102,100,101,99,73,74,75,76,77,130,129,82,81,80,79,78,89,97 79.395

Regi

on

14

Sideslope

Liner

(textured

1000‐

2000psf)

96,95,88,87,104,106,102,103,105,98,94 11.54

Regi

on

15

Structural

Fill 40,30,29,28,110,27,26,107,36,37,38,39 97.18

Regi

on

16

Waste 26,25,24,23,114,22,21,115,20,19,18,112,17,16,113,15,14,13,12,11,1

0,9,8,138,137,31,32,33,34,1,35,107

30224.

295

Regi

on

Compacte

d Clay 110,109,108,111,24,25,26,27 48.395

17


Point 1 138 318.5

Point 2 ‐75 305

Point 3 68.5 332.1

Point 4 138 310.2

Point 5 ‐75 310.7

Point 6 ‐75 281

Point 7 ‐75 274.5

Point 8 492.5 417.4

Point 9 476.2 418.3

Point 10 417.7 415.3

Point 11 415 414.3

Point 12 412.5 413.5

Point 13 402 410.1

Point 14 386.9 410.4

Point 15 296 380.1

Point 16 266 365.2

Point 17 251 364.9

Point 18 226.6 376.9

Point 19 211.6 377.2

Point 20 168.9 363

Point 21 138.9 348

Point 22 133.9 348

Point 23 122 354

Point 24 119 354

Point 25 94.8 346

Point 26 71.1 338

Point 27 70 338.4

Point 28 67.5 339.3

Point 29 46.7 339.5

Point 30 44.7 338.5

Point 31 492.5 319.1

Point 32 322.5 315.3

Point 33 309.9 315

Point 34 295.4 315.3

Point 35 122.8 318.9

Point 36 71.1 336

Point 37 55 336.1

Point 38 54 335.1

Point 39 51.5 336

Point 40 39.4 336.3

Point 41 4 319.7

Point 42 ‐75 314

Point 43 138 317.5

Point 44 295.4 314.3

Point 45 309.9 314

Point 46 322.5 314.3

Point 47 492.5 318.1

Point 48 138 317.3

Point 49 295.4 314.1

Point 50 309.9 313.8

Point 51 322.5 314.1

Point 52 492.5 317.9

Point 53 138 316.3

Point 54 295.4 313.1

Point 55 309.9 312.8

Point 56 322.5 313.1

Point 57 492.5 316.9

Point 58 138 316.1

Point 59 295.4 312.9

Point 60 309.9 312.6

Point 61 322.5 312.9

Point 62 492.5 316.7

Point 63 138 314.6

Point 64 295.4 311.4

Point 65 309.9 311.1

Point 66 322.5 311.4

Point 67 492.5 315.2

Point 68 138 314.4

Point 69 295.4 311.2

Point 70 309.9 310.9

Point 71 322.5 311.2

Point 72 492.5 315

Point 73 138 313.4

Point 74 295.4 310.2

Point 75 309.9 309.9

Point 76 322.5 310.2

Point 77 492.5 314

Point 78 138 313.2

Point 79 295.4 310

Point 80 309.9 309.7

Point 81 322.5 310

Point 82 492.5 313.8

Point 83 295.4 307

Point 84 309.9 306.7

Point 85 322.5 307

Point 86 492.5 310.8

Point 87 122.6 317.9

Point 88 71.1 335

Point 89 136.4 313.2

Point 90 136.6 310.2

Point 91 59.4 335.1

Point 92 59.42601 329.1

Point 93 77.7 329.1

Point 94 71.1 334.8

Point 95 65.1 335

Point 96 65.1 334.8

Point 97 136 313.3

Point 98 122.4 317.8

Point 99 136.2 313.4

Point 100 132.3 314.7

Point 101 132.9 314.5

Point 102 127.5 316.3

Point 103 126.9 316.3

Point 104 123.5 317.6

Point 105 122.9 317.6

Point 106 126.9 316.5

Point 107 75.7 334.5

Point 108 94.8 347

Point 109 71.1 339

Point 110 69.7 338.5

Point 111 115.6 354

Point 112 238.5 371

Point 113 277.6 371

Point 114 127.3 351.3

Point 115 145.5 351.3

Point 116 2.4 319.5

Point 117 0.5 319.9

Point 118 ‐4.8 322.3

Point 119 ‐18.8 322.7

Point 120 ‐31.6 322.5

Point 121 ‐36.7 321.9

Point 122 ‐48.3 318

Point 123 ‐75 318

Point 124 8.1 321.9

Point 125 525 274.5

Point 126 525 285

Point 127 525 305

Point 128 525 311.7

Point 129 525 314.7

Point 130 525 314.9

Point 131 525 315.9

Point 132 525 316.1

Point 133 525 317.6

Point 134 525 317.8

Point 135 525 318.8

Point 136 525 319

Point 137 525 320

Point 138 525 416.7

Point 139 25 285


Slip


Radius


1 363 1.96 (196.535,

625.458) 316.492

(433.916,

416.132)

(61.1994,

339.361)


Slip

Surfac

e


Base

Normal

Stress (psf)

Frictiona

l

Strength

(psf)

Cohesiv

e

Strength

(psf)

1 363 64.349725 337.9124 0 1013.3103 0 2000

2 363 68.00418 336.24015 0 1201.5076 0 2000

3 363 69.10418 335.754 0 510.8505 0 213.97

4 363 69.85 335.4264 0 540.27553 0 226.39

5 363 70.415325 335.18045 0 617.86895 0 258.98

6 363 70.965325 334.9418 0 639.49165 0 164.41

7 363 71.523975 334.7013 0 687.97924 0 176.91

8 363 73.823975 333.8973 0 839.45215 0 218.06

9 363 80.475 331.69325 0 1400.1994 0 363.72

10 363 90.025 328.52855 0 2231.0553 0 579.55

11 363 100 325.223 0 3098.8019 0 804.97

12 363 110.4 321.7766 0 4003.6801 0 1040

13 363 117.3 319.49005 0 4516.9724 0 1173.3

14 363 120.5 318.42965 0 4642.4018 0 1205.9

15 363 122.2 317.8663 0 4702.5198 0 1221.5

16 363 122.49145 317.7634 0 4841.2978 0 1248.8

17 363 122.59145 317.72475 0 4513.3703 0 1183

18 363 122.7 317.6987 0 4506.9605 0 1181.4

19 363 123.15 317.5913 0 4482.2797 0 1175.1

20 363 124.0224 317.38495 0 4449.7486 0 1166.9

21 363 125.9224 316.9467 0 4598.0216 0 1977.2

22 363 127.63795 316.556 0 4531.8006 0 1950.1

23 363 128.44715 316.3768 0 4290.1464 0 1126.7

24 363 130.7368 315.8865 0 4355.2482 0 1745

25 363 133.2276 315.36275 0 4260.9356 0 1729.2

26 363 135.44465 314.9216 0 4266.5073 0 1730.9

27 363 137.49465 314.52175 0 4151.5681 0 1093.4

28 363 138.077 314.41135 0 4156.0722 0 1094.8

29 363 138.527 314.32735 0 4344.2107 0 1877.5

30 363 141.71625 313.7625 0 4583.8754 0 1983.4

31 363 145.01625 313.1874 144.30482 4647.7371 0 1189.1

32 363 151.1086 312.96355 158.27664 4764.6972 0 1232.2

33 363 162.11485 312.70975 174.11325 5409.8283 0 1401.1

34 363 168.20625 312.5859 181.84347 5771.4909 0 1495.8

35 363 173.125 312.4859 188.07948 5982.7875 0 1550.7

36 363 179.5645 312.355 196.24964 6241.9467 0 1617.9

37 363 190.10375 312.14075 209.62014 6666.0742 0 1727.8

38 363 205.01425 311.8376 228.53708 7266.3829 0 1883.4

39 363 219.1 311.5512 246.40241 7531.1102 0 1949.6

40 363 230.50375 311.31935 260.87306 7319.2232 0 1889

41 363 235.10625 311.3258 260.47275 6689.3476 0 1742.5

42 363 236.09 311.4475 0 6694.7323 0 2994.9

43 363 237.4375 311.62185 0 6584.7804 0 2947

44 363 240.36205 312.0207 0 6395.4068 0 2865.5

45 363 242.8188 312.369 0 6213.709 0 1686.8

46 363 247.20675 313.0722 0 6002.4453 0 2071.5

47 363 251.29375 313.7391 0 5834.2024 0 2041

48 363 252.09095 313.8805 0 5802.6308 0 1577.2

49 363 254.99495 314.42145 0 5749.7981 0 2586.4

50 363 257.8546 314.9633 0 5640.2425 0 1535.5

51 363 259.4138 315.277 0 5617.905 0 2530.9

52 363 261.61875 315.73215 0 5541.8506 0 2498.5

53 363 264.3618 316.32375 0 5462.7101 0 3186.5

54 363 271.8 318.1035 0 5357.2296 0 3132.8

55 363 286.8 322.2628 0 5359.8998 0 3157.5

56 363 302.49285 327.30925 0 5371.4505 0 3184.8

57 363 315.47855 332.25065 0 5182.991 0 3090.1

58 363 328.46425 337.86305 0 4933.6243 0 2958.3

59 363 341.45 344.18675 0 4623.7995 0 2789.3

60 363 354.43575 351.27115 0 4253.817 0 2582.5

61 363 367.42145 359.1771 0 3823.5801 0 2337.1

62 363 380.40715 367.98065 0 3332.8905 0 2052.2

63 363 394.45 378.6723 0 2517.5074 0 1563.7

64 363 407.25 389.41385 0 1718.0695 0 1076.7

65 363 413.75 395.2801 0 1399.3918 0 881.35

66 363 416.35 397.763 0 1269.1563 0 801

67 363 425.8079 407.59895 0 583.91916 0 371.61